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HomeMy WebLinkAboutPermit D16-0305 - ZCOLO / ZAYO GROUP - CHILLER YARD EXPANSIONZCOLO/ZAYO GROUP LLC 3311 S 120T" PL BLDG 2 D16-0305 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 1023049078 3311 S 120TH PL BLDG 2 ZCOLO/ZAYO GROUP LLC DEVELOPMENT PERMIT Permit Number: D16-0305 Issue Date: 1/24/2017 Permit Expires On: 7/23/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SABEY CORPORATION 12201 TUKWILA INTL BLVD 4TH FL , SEATTLE, TX, 98168 JOE TILSON Phone: (662) 422-4747 7218 MCNEIL DR STE 300, AUSTIN, TX, 78729 NOVA CORP 1 MAIN ST #3, NYACK, NY, 19060 NOVACCC932RG ZCOLO/ZAYA 3311 S 120TH ST , TUKWILA, WA, 98168 Phone: Expiration Date: DESCRIPTION OF WORK: EXPAND THE EXISTING CHILLER YARD (EXTERIOR CHILLER YARD AREA EXPANSION APPROX. 2,400 SQ FT TO HOUSE A TOTAL OF 4 CHILLERS) TO ALLOW FOR INSTALLATION OF 2 NEW CHILLERS AND DEMOLISHING OF 2 EXISTING CHILLERS. REWORK EXISTING UNDERGROUND UTILITIES AND CIVIL RELATED PAVEMENT/LANDSACPING TO ACCOMMODATE CHLLER YARD EXPANSION. REWORK MAIN ENTRANCE DOOR/SOTRE FRONT TO ACCOMMODATE NEW YARD WALL EXTENSION. REPLACE 2 EXISTING CHILLED WATER PUMP AND INSTALL NEW CHILLED WATER PUMP. INSTALL 4 NEW CHILLED WATER COMPUTER ROOM UNITS. ELECTRICAL WORK TO SUPPORT THE MECHANICAL RELATED EQUIPMENT TO BE INSTALLED TO BE INSTALLED/REMOVED. Public Works ACTIVITIES INCLUDE TEMP. EROSION CONTROL, STORM DRAINAGE AND WATER LINES WORK. Project Valuation: $2,592,234.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $30,661.73 Occupancy per IBC: U Water District: 125,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: 2014 2014 2014 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: 1 Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: WI/PAO g Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constru@n or the performance of work. I am authorized to sign and obtain this development permit a} d gree to t c nditions attached to this permit. Signature: Print Name: Datel `1k C7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 8: 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. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: Masonry construction shall be special inspected. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 23: Maintain a completely unobstructed access to the fire sprinkler system control valves and provide a fire department Knox keybox for gate access. 24: Install readily visible, weatherproof sign of contrasting background facing fire department access which reads "FIRE SPRINKLER CONTROL VALVES". 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 25: ***PUBLIC WORKS PERMIT CONDITIONS*** 26: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 27: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 28: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 29: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 30: Any material spilled onto any street shall be cleaned up immediately. 31: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 32: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 33: Applicant was not able to determine the size of two fire lines to be relocated. Therefore, Contractor shall notify Public Works of the size of the fire lines upon initial excavation. Coordinate with the Public Works Inspector. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5200 EROSION MEASURES 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0200 FOUNDATION WALL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4022 SI -MASONRY 4023 SI -OBS -SEISMIC REST 4028 SI-REINF STEEL -WELD 4039 SI -SEISMIC RESTIST 4035 SI -SOILS 4031 SI -VERT MASON FOUND 4004 SI -WELDING 5090 STORM DRAINAGE 5130 WATER METER - PERM CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. A) 1 — 0 20' Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 3311 S. 120th Pl., Tukwila, WA 98168 King Co Assessor's Tax No.: Suite Number: New Tenant: Tenant Name: zColo / Zayo Group, LLC PROPERTY OWNER Name: Sabey Corporation Address: 12201 Tukwila International Blvd. City: Seattle State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Joe Tilson Address: 7218 McNeil Dr. STE 300 City: Austin State: TX Zip: 78729 Phone: (662) 422-4747 Fax: Email: Joe.Tilson@zayo.com GENERAL CONTRACTOR INFORMATION Company Name: To be determined Address: City: State: Zip: Architect Name: Scott E. Pfeffer City: State: City: Bellevue State: WA Zip: Phone: Fax: Email: spfeffer@burnsmcd.com Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: 0 Yes m..No ARCHITECT OF RECORD Name: 1 i n ` ,(� ) V Company Name: Burns & McDonnell City: State: Zip: Architect Name: Scott E. Pfeffer Address: 10900 NE Eight St. City: Bellevue State: WA Zip: 98004 Phone: (425) 633-3333 Fax: (425) 633-3301 Email: spfeffer@burnsmcd.com ENGINEER OF RECORD Name: 1 i n ` ,(� ) V Company Name: Bums & McDonnell City: State: Zip: Engineer Name: Kyle Lovell Address: 9400 Ward Parkway City: Kansas City State: MO Zip: 64114 Phone: (816) 333-9400 Fax: (816) 822-3293 Email: klovell@bumsmcd.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 1 i n ` ,(� ) V Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 3,300,000 Existing Building Valuation: $ 5,289,900 Describe the scope of work (please provide detailed information): Expand the existing chiller yard (exterior chiller yard area expansion approx. 2,400 sq. ft. to ultimately house a total of four chillers) to allow for installation of two new chillers and demolishing of two existing chillers. Rework existing underground utilities and civil related pavement/landscaping to accommodate chiller yard expansion. Rework main entrance door/store front to accommodate new yard wall extension. Replace two existing chilled water pump and install new chilled water pump. Install four new chilled water computer room units. Electrical work to support the mechanical related equipment to be installed/removed. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers VI Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list ofmaterials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Pemtit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 . Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 108,300 2,400 II -A B -Business 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers VI Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list ofmaterials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Pemtit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Rework existing underground utilities and civil related pavement/landscaping to accommodate chiller yard expansion. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ..• .Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District m ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ... Valley View 0 .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ..• .Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑. ❑. ❑. ❑. ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone 0 .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ ...Permanent Water Meter Size... 0 ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ 0 ...Water Main Extension Public 0 ❑ .. Grease Interceptor 0 .. Channelization ❑ .. Trench Excavation 0 .. Utility Undergrounding WO # WO# WO # ❑ ...Deduct Water Meter Size Private 0 Private ❑ 71 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line t2011 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 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER 0 Signature: AUTHORIZED GENT: Print Name: J0� Tilson Day Telephone: (662) 422-4747 Date: 11/09/2016 Mailing Address: 7218 McNeil Dr. STE 300 Austin TX 78729 City State Zip H:Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 hh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees zColo Chiller Uprade Project PROJECT NAME 3311 S. 120th PI., Tukwila, WA 98168 PERMIT # D16-0305 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization $7,500.00 Erosion prevention $2,500.00 Water/Sewer/Surface Water $6,250.00 Road/Parking/Access $9,000.00 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $26,250:00 $631.25 $250 (1) $631.25 (4) 5. Enter total excavation volume 362 cubic yards ,RECEIVED Enter total fill volume 160 cubic tin( OF T U K W I L A Use the following table to estimate the grading plan review fee.th6 2017 greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATPERMIT CENTER Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees .ORRECTQN '�TR# t $ 37.00 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 918.25 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/15/16 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $69.87 D16-0305 Address: 3311 S 120TH PL BLDG 2 Apn: 1023049078 $69.87 Credit Card Fee $2.04 Credit Card Fee 1 R000.369.908.00.00 1 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R11349 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Tuesday, April 25, 2017 Paid By: ROBERT S GARCIA Pay Method: CREDIT CARD 06202C Printed: Tuesday, April 25, 2017 12:45 PM 1 of 1 CRsrsreats Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $18,147.12 D16-0305 Address: 3311 S 120TH PL BLDG 2 Apn: 1023049078 $18,147.12 DEVELOPMENT $15,812.65 PERMIT FEE R000.322.100.00.00 0.00 $15,808.15 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.S0 PUBLIC WORKS $1,512.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $631.25 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $631.25 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $821.97 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R10460 R000.322.900.04.00 0.00 $821.97 $18,147.12 Date Paid: Wednesday, January 18, 2017 Paid By: NOVA CORP Pay Method: CHECK 29027 Printed: Wednesday, January 18, 2017 11:23 AM 1 of 1 CPPO1SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY I PAID PermitTRAK $12,514.61 D16-0305 Address: 3311 S 120TH PL BLDG 2 Apn: 1023049078 $12,514.61 DEVELOPMENT $12,514.61 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R9826 R000.345.830.00.00 0.00 $12,514.61 $12,514.61 Date Paid: Wednesday, November 09, 2016 Paid By: BUDDY HENDRIX Pay Method: CREDIT CARD 02192C Printed: Wednesday, November 09, 2016 12:44 1 of 1 PM SYSTEMS INSPECTION RECORD Retain a copy with permit D/l' -b3oj 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: 2eCX.0 Type of Inspection: 8t /LDJ)1Er FINAL - Address: 33/1 /2677/ P: Date Called: Special Instructions:/�,1_�/� /506- 2. Date Wanted: 9 - l7 a.m. P.m. Requester: Phone No: 1Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: c 1301 LDGNG- f/tftL Inspector: Date: REINSPECTION fE'I 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 616- o3o 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: Z(IL:D/ZA`/o owe f lnspection:�, TLLb/-bv4 ,A r R,/,<7; fiRE Fa VI -L-./ i? uevc toaRt<s'AN/1-c_ Address: n/ I i205774 pL Date Called: Special Instructions:gtbe„ z Date Wanted: %e a.m. �� Requester: .S(_07 Phone No: 360 K3 ,s--74.43 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: �/^ 0K- / % Nle (. 1 / C rM lS 6// Vbi cS , 1, /445FAT7T0,1 ,A r R,/,<7; fiRE Fa VI -L-./ i? uevc toaRt<s'AN/1-c_ Inspector: Date: 7,/y /2 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 C 30'S Project:,Type ZCoLC2yW &RauP of Inspection: S 1- SO ti -_,S Address: 5.tI s )2 0_Special Date Called: Instructions: �. Date Want/end: 7 �/� a.m. p.m. Requester: Sco7T- Phone No: 1 tem— 6353-- 57'9.J Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date,///7 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 Vb - 3or 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 ccw/z'10 ( C i 7hrC 0P4W / 4e,PAW/ of ection: nAit Address: 'Bi t<)2d Pz_ Date Called: Special Instructions: N'2 Date Wanted: zi ;y 7-7 .Ti. Requester: _ sem' Phone No: i-7413 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ?their 0 k- R c% 71Yt RieR 5 le° Z�-j5 1304 C i 7hrC 0P4W / 4e,PAW/ ids -S: Inspector: Date: 16 -j77 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting July 24, 2017 Nova Corporation Robert Garcia 1 Main Street Unit 3 Nycack, NY 10960 Sent via email: RobertG@operationnova.com Re: Final Letter Project Hero — Chiller Upgrade 6644 South 120th Place Tukwila, WA MTC Project #17B018 BLDG Permit #D16-0305 Dear Mr.Garcia: RECEIVED CITY OF TUKWILA JUL 2 5 2017 PERMIT CENTER Materials Testing & Consulting, Inc. (MTC) provided materials testing and special inspection services during construction of the above -referenced project. This letter is a statement declaring the actual work inspected by MTC itemized below was found to be, to the best of the inspector's knowledge, in accordance with project plans, specifications, engineer approved revisions, and the International Building Code. The following is the scope of inspections performed on this project: • Reinforced Concrete • Reinforced Masonry • Auger Cast Pile Observation • Proprietary Anchors In addition, Moisture -Density Relationship testing and In -Place Densities by Nuclear Method testing were conducted. MTC found the earthwork inspected to be in accordance with project plans, specifications, and engineer revisions or approval. MTC accepts responsibility only for the specific work we inspected, and where an MTC report was generated. The results of our services were provided to the local building department for review. Only WABO Certified special inspectors were utilized to perform those specific inspections as required by the Special Inspection Agreement. Any items that were found to be in noncompliance with the approved construction documents were repaired or replaced, and re -inspected for acceptance. To the best of our knowledge, items that were observed by Materials Testing & Consulting, Inc. during continuous or part time inspections for the noted project are compliant with approved plans and specifications. Page 1 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www.mtc-inc.net Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting LIMITATIONS The services provided as described in this report include professional opinions and judgment based on the data collected and our field observations. These services have been performed according to the specified codes, industry standards, and generally accepted engineering practices. No warranty, express or implied, is provided. Representatives of Materials Testing & Consulting, Inc. did not supervise, direct, alter, amend or change project specifications or contractor activity. Our statement of conformance pertains to only those items inspected and tested by Materials Testing & Consulting, Inc. for the subject project during the time period when we were on-site. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance. Any party other than the client who wishes to use this report shall notes Materials Testing & Consulting, Inc. of such intended use. Based on the intended use of the report, Materials Testing & Consulting, Inc. may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Materials Testing & Consulting, Inc. from any liability resulting from the use of this report by any unauthorized party. We sincerely appreciate the opportunity to be of service to you on this project and look forward to offering our services again. If you should have any questions concerning this report, please contact the undersigned at your convenience. Respectfully Submitted, MATERIALS TESTING & CONSULTING, INC. Ross Bichel WABO Technical Director Page 2 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www.mtc-inc.net FILM GEOTECHNICAL ENGINEERING REPORT Zayo Group Chillers and Screen Wall 3311 S 120th Place Tukwila, Washington 98168 PSI PROJECT NO.07121398 September 23, 2016 Prepared for: Zayo Group 6900 S Peoria Street Centennial, Colorado 80112 Prepared by: Professional Service Industries, Inc. 20508 - 56th Ave W, Suite A Lynnwood, WA 98036 REVISION NOL bLo3os rArZwill Information t' To Build On Engineering • Consulting • Testing REVIEWED FOR ODE COMPLIANCE APPROVED APR 17 2011 • City of Tukwila BUILDING DIVISION RECEIVED APR 10 [Uii TUKWILP. PUBLIC Wr 'c RECEIVED CITY OF TUKWILA APR 0 7 2011 PERMIT CENTER Information To Build On Engineering • Consulting • Testing Zayo Group 6900 S Peoria Street Centennial, Colorado 80112 Attention: Eric Busby Phone: 720-627-7358 Email: eric.busby@zayo.com Subject: Geotechnical Investigation Zayo Group Chillers and Screen Wall 3311 S 120th Place Tukwila, Washington 98168 PSI Report No. 07121433 September 23, 2016 Dear Mr. Busby Professional Service Industries, Inc. (PSI) is pleased to submit a report of our geotechnical investigation for the proposed Chiller replacement to be located at 3311 S 120th Place in Tukwilla, Washington. This report summarizes the work accomplished and provides our geotechnical recommendations and conclusions for support of the proposed improvements. Based on the results of our field investigation, laboratory testing and engineering analysis, the proposed site is suitable for the construction of the proposed improvements from a geotechnical standpoint, provided the recommendations of this report are followed. Recommendations regarding the geotechnical aspects of project design and construction are presented in the attached report. PSI appreciates•the opportunity to contribute our services and looks forward to working with you during design and construction of this project. Please contact the undersigned directly if you have questions pertaining to this project. Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Sunia.Mololo; -E.I.T. Staff Engineer sunio.mololo@psiusa.com Michael S. Place P.E. Principal Consultant michael.place@PSiusa.com Professional Service Industries, Inc. 20508-56'" Ave W Suite A, Lynnwood, WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 Information To Build On Engineering • Consulting • Testing Table of Contents 1. PROJECT DESCRIPTION 1 2. SITE DESCRIPTION 1 2.1. GENERAL 1 2.2. TOPOGRAPHY 1 2.3. GEOLOGY 1 2.4. SUBSURFACE CONDITIONS 1 2.5. GROUNDWATER 2 2.6. SEISMIC DESIGN VALUES 2 2.7. STATIC SETTLEMENT 4 3. CONCLUSIONS AND RECOMMENDATIONS 4 3.1. GENERAL 4 3.2. DRILLED PIER 4 3.2.1 SELECTION OF DRILLED PIER DESIGN PARAMETERS 5 3.2.2 CONVENTIONAL DRILLED PIERS 6 3.2.3 AUGER CAST -IN-PLACE PILES 7 3.3 DRIVEN PIPE PILES 8 3.4 LIQUEFACTION BELOW PIERS AND PILES 8 3.5 STRUCTURAL FILL 9 3.6 UTILITY TRENCH EXCAVATIONS AND BACKFILL 9 3.7 CORROSION POTENTIAL 10 4 DESIGN REVIEW AND CONSTRUCTION MONITORING 10 5 REPORT LIMITATIONS 11 REFERENCES 12 FIGURES FIGURE 1 - SITE VICINITY MAP FIGURE 2 - SITE INVESTIGATION PLAN LIST OF APPENDICES APPENDIX A: FIELD EXPLORATION PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART HAND AUGER BORING LOG CPTu LOGS APPENDIX B: LABORATORY TESTING PROGRAM AND PROCEEDURES LABORATORY TEST RESULTS APPENDIX C: LIQUEFACTION ANALYSIS Professional Service Industries, Inc. 20508 -56th Ave W Suite A, Lynnwood, WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 Zayo Chillers 3311 S 120th Place, Tukwila, WA P51 Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September23, 2016 Page 1 of 12 1. PROJECT DESCRIPTION PSI understands the site improvements will consist of demolition of two existing chillers and replacement with two new Chillers along with expansion of the foundation pad to allow for the installation of future Chillers and a Screen wall to be built around the new foundation pad. Based on the provided SOW, which is undated, but sent to PSI on June 30, 2016 and conversations with you, PSI anticipated the chillers will have a weight of 40,000 pounds each and the new pad is to be approximately 46 feet by 45 feet. 2. SITE DESCRIPTION 2.1. General The proposed site is located at 3311 S 120th Place in Tukwila, Washington. Based on readily available aerial images and observations made during our site exploration, the site is immediately south of an existing warehouse building. The work area appears to be mostly in paved parking area with some sidewalk and small landscaping areas. 2.2. Topography Our review of available topographic information, on Google Earth, indicates that the proposed site is relatively flat, near an elevation of approximately EL 15 feet above mean sea level. 2.3. Geology Based on a review of the geology of the region utilizing the Washington Department of Natural Recourses Interactive Geologic Map (Reference 1), PSI observed that this area is mapped as Quaternary Alluvium deposits (Qal). Alluvial deposits in this area generally consist of layers of fine to medium sand or silt deposited by moving water. 2.4. Subsurface conditions Subsurface materials and conditions were investigated with one hand auger borings, designated HAB-1; 4 Cone Penetrometer Tests (CPTu), with one CPTu being completed with seismic shear wave velocities being obtained every 2 meters, designated CPT -1 through CPT -4, on September 6, 2016. The investigation was previously attempted on August 12, 2016, but was rescheduled pending permission from the building owner. A sample of the underlying soil was collected via hand auger from a location within the proposed work area at approximately 5 feet. The CPTu's were pushed to depths ranging from approximately 40 to 57 feet below existing ground surface (bgs). The approximate locations of the hand auger and the CPTu's are shown on Figure 2. In general, the soils around the proposed building areas were alluvial deposits consisting of loose sands, organic material, and very soft to stiff silts within the upper 15 to 17 feet. The organics materials that were observed in the CPT logs, was noted in previous exploration log by Earth Solutions NW to be peat (these boring logs were provided by Zayo Group). These inferred peat soils were noted in the CPT logs between approximately 6 to 11 feet in all four borings. Below 15 to 17 feet the soils consist of dense sands to an approximate depth of 26 to 28 feet, with very soft fine grained soils to a depth of approximately 40 feet followed by dense sands. A description of our field Zdyo Chillers 3311 5 1206 Place, Tukwila, WA P51 Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 2of12 investigation along with the CPT data are available in Appendix A. A description of the laboratory testing program along with sample test results are available in Appendix B. 2.5. Groundwater The CPT subcontractor performed a pore pressure dissipation test in the subsurface soil near a depth of approximately 19 feet. Based on the results of that testing PSI calculates the site groundwater to be at an elevation of approximately 6% feet below existing ground surface. Actual observed groundwater levels may vary during construction due to seasonal fluctuates or in response to significant precipitation events. 2.6. Seismic Design Values The nearest mapped fault zone to the site is the southernmost fault within the Seattle Fault Zone approximately 1.7 miles north of the site. This fault is mapped as southern dipping thrust fault, that is Tess than 15,000 years of age, that trends east to west, with a slip rate on the order of Tess than 0.2 to 1 millimeters per year (Reference 2). As part of the procedure to evaluate seismic forces, the 2012 IBC requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To help define the Site Class for this project PSI utilized shear wave velocities obtained from the Seismic Cone Penetrometer Tests for the upper 60 feet of the site. Based on the obtained shear wave velocities of the site the seismic site class classifies as a site class "D" soil, however since more than 10 feet of potentially liquefiable soils are present the site classifies as a Site Class "F" as defined in Table 20.3-1 of ASCE 07-10. However, the exception in Section 20.3.1 of ASCE 07-10 permits the Site Class to be determined in accordance with Section 20.3 and the corresponding values of Fa and Fv determined from Tables 11.4-1 and 11.4-2. Based on this exception, Site Class E seismic design coefficients can be used and are provided. The associated USGS-NEHRP (2009) probabilistic ground acceleration values and site coefficients for the general site area were obtained from the USGS geo-hazards web page (Reference 3). The calculated seismic design Parameters for an earthquake with a risk targeted 2 percent probability of exceedance in 50 years are presented in Table 1 below: Table 1: Ground Motion Values* Risk Targeted 2% Probability of exceedance in 50 years for Latitude 47.49458 and Longitude -122.29063 MCE = Maximum Considered Earthquake Mapped MCE Adjusted MCE Design Period Spectral Site Spectral Spectral (sec) Response Coefficients Response Response Acceleration Acceleration Acceleration (g) (g) (g) 0.2 SS 1.513 Fa 0.900 SMS 1.362 SDS 0.908 1.0 SI 0.568 Fv 2.400 SMI 1.363 SDI 0.909 Risk Targeted 2% Probability of exceedance in 50 years for Latitude 47.49458 and Longitude -122.29063 MCE = Maximum Considered Earthquake Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 3 of 12 If the Site Class, as determined from the intended building use and the IBC, is interpreted to be C, D, E or F, the code requires an assessment of slope stability, liquefaction potential, and surface rupture due to faulting or lateral spreading. The following table presents a qualitative assessment of these issues considering the site class, the subsurface soil properties, the groundwater elevation, and probabilistic ground motions: Table 2: Liquefaction High Our liquefaction analysis shows a high probability of seismic induced liquefaction occurring on this site. Slope Stability Lowy The site is relatively flat with no observed steep slopes in close proximity to the site. Surface Rupture Low No known active faults underlie the site. 2.7.2. Liquefaction Potential In general, liquefaction is a condition where soils lose intergranular strength due to abrupt increases in pore water pressure. Pore water pressure increases typically occur during dynamic loading such as ground shaking during a seismic event. Liquefaction, should it occur on a site, can induce ground settlement and lateral spreading, which can result in damage to the structures. For liquefaction to occur, the following conditions must be present: • The soil sediments must be in saturated or near -saturated conditions. At least 80-85 percent saturation is generally considered necessary for the liquefaction to occur. • The soil must be predominately composed of non -plastic material such as sand or silt. • The soil must be in a relatively loose state. • The soil must be subjected to dynamic loading, such as an earthquake. Based on the subsurface conditions encountered at the site, the potential for liquefaction is considered to be high at the site during a seismic event due to very shallow groundwater and loose sands with low fines content. The site is mapped as having a high liquefaction potential, based on the Washington State Department of Natural Resources Interactive Maps of the area (Reference 1). More information of liquefaction potential and settlement for the site is discussed in section 3.6 of this report. The estimated liquefaction settlement analysis has been performed based on worst-case scenarios with conservative modeling equations and parameters. PSI performed liquefaction analysis utilizing the software, CLIQ (Version 1.7.6.49). Results of our studies indicate that the soils from approximately 10 to 50 feet below ground surface would liquefy under a strong earthquake of magnitude 7.0 at a maximum considered earthquake acceleration of 0.57g, based on data obtained from the USGS 2008 interactive Zayo Chillers Professional Service Industries, Inc. 3311 S 120t^ Place, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121433 September 23, 2016 Page 4 of 12 Deaggregations tool (Reference 4). This is illustrated in the liquefaction analysis summary in the Appendix C. Based on our analysis of the soils encountered during our investigation, the soils encountered are susceptible to liquefaction, with a potential for liquefaction -induced settlement on the order of approximately 2 to 21/2 inches during a major seismic event with the majority of the liquefaction occurring between 10 and 20 feet bgs. Base on the data from the three CPT locations PSI anticipates differential liquefaction settlements to be on the order of approximately 1 to 11/2 inches over a 100 -foot span along the surface of the site. 2.7. Static Settlement Organic soils were noted in the CPT Togs and based on boring logs provided from a previous investigation of this site these soil are anticipated to be peat. Peat is a material composed of Targe amount of organic materials that is highly compressible. No samples of the peat were obtained due to the methods of exploration performed, and because the site was predetermined to require piling for the new foundations, an estimate of settlement within the unit resultant from surface loading is not available. Since piles are to be used in the design near surface settlements are not pertinent to this project. Anticipated settlements below piles is discussed later in this report. 3. CONCLUSIONS AND RECOMMENDATIONS 3.1. General Subsurface explorations for this investigation indicate the presence of potentially liquefiable soil across the site. The groundwater table is located at a depth of at least 6% feet and the liquefaction that may occur resulting from the design earthquake is anticipated to result in 1 to 11/2 inches of differential settlement across a 100 -foot span. We further observed that the site is underlain by peat soils within the upper 11 feet which may cause significant static settlements if shallow foundations are utilized. We understand that the existing building and chiller pad areas are supported by piers and as a result PSI recommends that the new chiller pads also be supported by piers or piles. 3.2. Drilled Pier Drilled piers should consist of an augered shaft having typical diameters of approximately 12 to 24 inches in diameter. They are drilled to a design depth and filled with reinforced concrete. The axial load carrying capacity of a drilled pier can be computed using the static method of analysis. According to this method, axial capacity, Q, at a given penetration is taken as the sum of the skin friction on the side of the shaft, Qs, and the end or point bearing at the shaft tip, Qp, so that: Q = Qs + Qp = fsAs+qrA Where As and Ap represent, respectively, the embedded surface area and the end area of the shaft; fs and qp represent, respectively, the unit skin friction and the unit end or point bearing. Zayo Chillers Professional Service Industries, Inc. 3311 S 120th Place, Tukwila, WA Engineering • Consulting • Testing P5! Project No.07121433 September 23, 2016 Page 5 of 12 Drilled pier foundations may be used to support the proposed dead-end structures and auto -transformer. PSI anticipates that the computer program L -PILE by Ensoft, Inc. may be used to estimate the lateral deflection of drilled pier foundations. Based on the subsurface conditions encountered during our field exploration, the soil parameters and pile capacities at this project site are presented on the Boring Log for G-01. It should be noted that the strength information, on G-01 was obtained from the CPT analysis. The drilled pier design parameters on G-01 have been compiled to aid in evaluating the vertical and lateral capacity of drilled pier foundations. The L -Pile design soil type is provided for each soil layer and is summarized at the bottom of the boring log for G-01. PSI recommends neglecting side resistance from the upper 2 feet of material overlying the site. 3.2.1 Selection of Drilled Pier Design Parameters Design parameters related to drilled pier foundations have been prepared based on the field explorations, further observation of the selected bulk samples in the laboratory, published references, and engineering judgment. In general, the design parameters were developed from the establishment of the density, friction angle, and cohesion for each material type. These three physical parameters were estimated utilizing the software, CPeT-IT (Version 1.7.6.42). Therefore, these three physical parameters were established first and the design parameters were developed secondary to these. The following paragraphs summarize the development and recommended use of the physical and design parameters. End -Bearing Capacity and Skin Friction: The bearing capacity values should be used in consideration with the thickness of the bearing materials. There should be at least 3 diameters of the same bearing soil under the end of the drilled pier to use the design values given in this report. Where the bearing values within 3 diameters below the pier are less than what is immediately below the pier, a weighted average of the bearing capacities should be used. Where the values increase, it is recommended that the lower bearing capacity be used. Based on the subsurface conditions encountered during our field exploration, PSI has provided estimates of the subsurface soil parameters required for design in Table 3, below. Table 3: Soil Parameter Data Soil Type Depth (feet) Unit End Bearing Capacity (psf) Unit Skin Friction (psf) Friction Angle (Degrees) Cohesion (pcf) Total Unit Weight (psf) Active Earth Pressure (Ka) Passive Earth Pressure (KP) Sand 0-6 - 1500 35 0 125 0.2444 3.690 Peat 6-11 - - NA 0 85 - - Clay 11-17 1,500 100 0 500 105 - - Sand 17-26 20,000 1500 35 0 120 0.2444 3.690 Clay 26-40 2,500 50 0 800 95 - - Sand 40-57 30,000 1500 40 0 125 0.1998 4.600 Notes: Unit End Bearing capacities include a factor of Unit Skin Friction values inclurie a factnr of cafatu safety of 3. of 9 Zayo Chillers 3311 S 120th Place, Tukwila, WA P51 Project No.07121433 Unit parameters are based on data obtained from CPT explorations. Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 6 of 12 PSI recommends neglecting side resistance from the upper 2 feet of material overlying the site. Calculations should be performed using the above referenced soil parameters. Recommended calculation methods for skin friction and end -bearing forces are shown in Table 4, below. Lateral Earth Pressures: The lateral earth pressures have been derived from the Rankine solution for active and passive earth pressures. The following gives the Rankine expressions for both the active and passive earth components: i KA = Tan2 45 — 2 Kp=Tan2(45+0) 2 In both of these cases the friction angle (o), is the term generated as described above. 3.2.2 Conventional Drilled Piers PSI recommends that the drilling contractor review the field exploration logs of this report before starting excavations for the drilled piers. PSI did not encounter groundwater; however, the Contractor should confirm these conditions. The groundwater table at the site should is very shallow, approximately 6% feet bgs, precautions should be taken when installing drilled piers. Where groundwater or sloughing soils are encountered, it should be expected that the advancement of casing and placement of concrete will be more difficult and special measures will be required. A representative of the Geotechnical Engineer should be on site to observe and document the installation of the deep foundation system. When the drilling processes are completed for the pier, the reinforcing steel and the concrete should be placed immediately after the final cleanout pass is conducted on the base. The tremie method of concrete placement should be adopted when placing concrete below the groundwater table to prevent segregation of the concrete materials. If concrete is placed by the free -fall method into a dry excavation, it should be placed to avoid contact with the excavation sidewalls to prevent segregation. During simultaneous concrete placement and casing removal operations, sufficient concrete should be maintained inside the casing to offset the hydrostatic head of the ground water outside the casing and minimize the intrusion of soil into the concrete. Concrete placed in the pier excavations should have a slump in the range of 7 to 9 -inch to reduce the potential for the formation of voids as the temporary pier casing is extracted. The concrete mix should be designed to attain the required 28 -day design strength when placed at this slump. PSI should be retained to observe and document the drilled pier construction and to evaluate whether the subsurface and pier bearing conditions are as anticipated in this report. The contractor should submit their procedures for drilled pier installation to the Geotechnical Engineer for appr©val prior to the start of the drilled pier construction. Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 7 of 12 3.2.3 Auger Cast -in-place Piles As an alternate solution to conventional drilled pier, auger cast -in-place (ACIP) piles could be used to support the proposed silos and control building. SCIP piles have the advantage of allowing for installation of piles below the groundwater table without the need for casing the holes or adding slurry to the holes. ACIP piles represent a specialized foundation system and require a high level of expertise for proper installation. Consequently, we recommend that only qualified contractors experienced in the installation of this type of foundation and subsurface conditions be considered for this project. Prior to production pile installation, at least two indicator piles should be installed at the site to evaluate the capacity of the drill rig to drill and satisfactorily construct piles to design depths, and to characterize the variability of subsurface conditions. At least one pile should be tested for compressive capacity in accordance with the ASTM D1143 Test Method. Due to the potential for ground disturbance during the course of pile installation, it is recommended that adjacent auger cast piles not be drilled and grouted within a period of eight to twelve hours to allow the grout to set and gain strength. A properly functioning pressure gauge and pump stroke counter should be provided on the grout pump to assist in monitoring auger -cast -in-place pile installation. The pump should be calibrated prior to its use. The pressure gauge is used to monitor the pressure of the grout to evaluate the rate at which the auger should be withdrawn and if the auger or hoses are plugged with grout. The auger should be withdrawn with slow positive rotation at a slow steady pull and should not be pulled until the grout has been pumped several feet above the downhole tip. A center vertical reinforcing bar is typically extended the entire length of the auger cast shaft to verify that the hole has not caved. A sufficient head of grout should be maintained in the auger system at all times during grouting. A quantity of grout equivalent to five feet of pile volume or more should be pumped prior to initiating the auger withdrawal. The volume of concrete grout placed per every 5 -foot length of the pile should not be less than 1.15 times the calculated theoretical volume for every 5 -foot length of pile. Non -shrink grout should be fluid, with appropriate design mix and additives and should be placed at appropriate temperature and age to ensure it can be pumped successfully while achieving the appropriate design compressive strength. Pile installation should be monitored on a full-time basis by the Geotechnical Engineer to monitor the progress of drilling, the overall depth of penetration, and grout takes and pressures. For the ACIP pile option, grout samples should also be cast on a regular basis to evaluate the strength of the grout mix. 3.2.3 Additional Drilled Pier/Pile Recommendations Drilled piers should be installed at least 5 feet into the bearing sand which were observed in each of our CPT explorations at approximately 17 feet bgs. PSI recommends that no pile/pier extend past 24 feet bgs, since much softer soils were observed below depths of 26 feet, unless the piers are to be drilled 5 feet into the deeper dense sands which were observed at approximately 40 feet bgs. This recommendation is based on the observed subsurface soil conditions and PSI's belief that the proposed piers/piles will be end bearing. If the pile/piers are installed in accordance with these recommendations, we estimate that they Zayo Chillers 3311 S 120`^ Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 8of12 will experience Tess than 1 inch of total static settlement at each pier location and less than % inch of differential settlement between piers within 40 feet of each other. 3.3 Driven Pipe Piles Pipe piles are small -diameter steel pipe piles driven by heavy pneumatic or hydraulic hammers. Typically, concrete caps or grade beams are placed on top of the newly installed pipe piles to support the structure. A structural engineer should design the pile foundation, grade beam, and slab system. We recommend using 4 -inch -diameter galvanized steel piles that are driven to refusal or an embedment of a minimum of 5 feet into dense to native sands using a heavy pneumatic or hydraulic hammer. Pipe piles installed in accordance with our recommendations should provide adequate capacities to support the proposed chiller pads and the surrounding screen walls. We estimate that the piles will experience less than 1 inch of immediate, post -construction settlement within the area of the structures supported on pipe piles, with less than 1/2 inch of differential settlement between piles with a lateral surface distance of 40 feet of each other. If needed limited lateral resistance to seismic forces could be achieved by driving battered piles. 4 -inch -diameter, Schedule 40, steel pipe piles should be driven to refusal using a Teledyne TB325 hammer (or equal) with refusal criterial of 4 seconds per inch, or to a maximum depth of 25 feet. If piles extend deeper than 25 feet, the piles will encroach upon the soft sediments from 26 to 40 feet in depth and will likely need to be extended passed 40 feet to refusal. Piles installed in accordance with the recommendations stated above are calculated to provide an allowable capacity of 16 kips per pile and an uplift capacity of 0.4 kips provided pile sections are not spliced together (e.g., one continuous pipe section is driven to refusal). Pile calculations were made using CPeT- IT v1.7.6.42, using a factor of safety of 3.0 for end bearing capacity and 2.0 for skin friction. Different hammer sizes/types may have different driving characteristics and refusal criteria. If an alternate hammer is used, PSI should be notified prior to pile driving activities. We estimate that the specified refusal criteria will be reached at a depth of approximately 22 to 25 feet bgs. Actual pile depths may vary depending upon subsurface topography and the density of the native soil. Full time observation of the pile installation, by a person with knowledge of the geotechnical aspects of the project, is recommended to determine if bearing soil and proper embedment depths have been reached. PSI recommends that a load test be performed on a sacrificial pile prior to beginning the pipe pile installation to more accurately determine the capacity of the installed piles. The pile for the load test may be installed outside the proposed site improvements, but should be close enough to avoid the likelihood of encountering different soil conditions than observed in our explorations. 3.4 Liquefaction Below Piers and Piles PSI has recommended the piles or piers extend into the subsurface a distance of 22 to 25 feet based on the data obtained during out investigation. While. 2 to 21/2 inches of liquefaction induced settlement is Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 9 of 12 anticipated from the surface, below a depth of 22 feet liquefaction induced settlement are calculated to be less than 1 below this depth, with anticipated differential settlement at the surface of less than'/ inch over a 40 foot span. 3.5 Structural Fill All fill placed beneath building, sidewalk, and pavement areas should be installed as compacted structural fill. The onsite soils are suitable for use as structural fill, provided they can be suitably moisture conditioned to meet the required compaction results. We recommend that imported structural fill should consist of pit - run or quarry -run rock, crushed rock, crushed gravel, or sand. It should be fairly well -graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum un -compacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D1557. The condition of the subgrade should be evaluated by a PSI representative before fill placement or construction begins. Fill compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. 3.6 Utility Trench Excavations and Backfill Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface sand soils at the site will need to be sloped or shored from the ground surface due to the potential for caving. Actual inclinations will ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring as required to protect personnel and adjacent improvements. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. The soils PSI encountered near the site surface should be classified as Type C soil according to the most recent OSHA regulations. In our opinion, excavations should be safely sloped or shored. The contractor should be aware that excavation and shoring should conform to the requirements specified in the applicable local, state, and federal safety regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. We understand that such regulations are being strictly enforced, and if not followed, the contractor may be liable for substantial penalties. Excavation and construction operations may expose the on-site soils to inclement weather conditions. The stability of exposed soils may deteriorate due to a change in moisture content or the action of heavy or repeated construction traffic. Accordingly, foundation and pavement area excavations should be protected from the elements and from the action of repetitive or heavy construction loadings. Utilities trenches within the building, pavement, and sidewalk areas should be backfilled with granular structural fill such as the onsite soil that can be properly compacted, or imported sand, sand and gravel, fragmental rock, or recycled concrete of up to 2 inches' maximum particle size with less than 5 percent Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 10 of 12 passing the No. 200 sieve (washed analysis). Granular backfill should be placed in lifts and compacted to 95 percent of the maximum dry density as determined by ASTM D 1557. 3.7 Corrosion Potential At the request of the Zayo Group, PSI performed corrosion series testing on a sample collected from the subsurface soil. This sample was taken from the maximum depth of the hand auger boring, 5 feet, since CPT's do not allow for subsurface soil sampling. Test results are shown in Table 4 below and laboratory supplied data included in Appendix B. Figure 4: Corrosion Series Testi Chloride Sulfate Redox pH Sulfide Resistivity 2.73 mg/kg 15.2 mg/kg 97.3 mV 7.11 ND 8,300 cm -Ohms mg/kg =milligrams per kilogram ND = Less than detectable limits mV = millivolts The corrosive testing on a representative sample of the site soils indicates that the soils possess a negligible, sulfate and sulfide exposure. Based on this result, it is our opinion that special sulfate -resistant concrete mix designs are not warranted. Additional testing should be performed during site grading to assess the sulfate content of the as -graded soils. Corrosivity testing was also performed to determine whether the on-site soils have the potential to attack subsurface utility pipes and piles. Based on the negligible chloride test results and a tested resistivity of 8,300 ohm -cm for the near surface soils indicate that they can be characterized as having a moderate degree of corrosivity to normal grade steel. PSI does not practice in the field of corrosion engineering. We suggest that a qualified corrosion engineer be consulted to determine if special corrosion protection is warranted. Testing for corrosivity of any fill soils should be conducted after site grading. 4 DESIGN REVIEW AND CONSTRUCTION MONITORING We welcome the opportunity to review and discuss construction plans and specifications as they are being developed. We are of the opinion that to observe compliance with the design concepts, specifications, and recommendations, construction operations dealing with earthwork and foundations should be observed by a qualified geotechnical engineer. We would be pleased to provide these services to you. Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc: Engineering • Consulting • Testing September 23, 2016 Page 11 of 12 5 REPORT LIMITATIONS The recommendations submitted in this report are based on the subsurface information obtained by PSI and design details furnished by representatives of the client, Zayo Group, for the proposed improvements at 3311 S 120th Place in Tukwila, Washington. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are more complete, PSI should be retained and provided the opportunity to review the final design plans and specifications to verify that our engineering recommendations have been properly incorporated into the design. Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 12 of 12 REFERENCES Reference 1: Washington Department of Natural Recourses Interactive Geologic Map: http://www.dnr.wa.gov/researchscience/topics/geosciencesdata/pages/geology portal.aspx Reference 2: U.S. Geological Survey, 2010, Quaternary fault and fold database for the United States, accessed November 10, 2010, from USGS web site: http://earthquake.usgs.gov/hazards/gfaults/. Reference 3: USGS Seismic Design Maps. http://earthquake.uses.qov/designmaps/us/application.php Reference 4: USGS 2008 Interactive Deaggregations: http://geohazards.usgs.gov/deaggint/2008/ Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 FIGURES VICINITY MAP SITE EXPLORATION LOCATION MAP c Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Zayo Chillers 3311 S 120th Place, Tukwila, WA P5! Project No.07121433 APPENDIX A FIELD EXPLORATION PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART HAND AUGER BORING LOG CPTu LOGS Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 arrimirrimjell GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have Tess than 50% of their dry weight retained on a #200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. DRILLING AND SAMPLING SYMBOLS SFA: HSA: M.R.: R.C.: H.A.: P.A.: Solid Flight Auger - typically 4" diameter flights, SS: except where noted. Hollow Stem Auger - typically 31/4" or 41/4 I.D. ST: openings, except where noted. BS: Mud Rotary - Uses a rotary head with Bentonite PM: or Polymer Slurry CPT -U: Diamond Bit Core Sampler Hand Auger Power Auger - Handheld motorized auger Split -Spoon - 1 3/8" I.D., 2" O.D., except where noted. Shelby Tube - 3" O.D., except where noted. Bulk Sample Pressuremeter Cone Penetrometer Testing with Pore -Pressure Readings SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch O.D. Split -Spoon. N60: A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Q°: Unconfined compressive strength, TSF Qp: Pocket penetrometer value, unconfined compressive strength, TSF w%: Moisture/water content, LL: Liquid Limit, % PL: Plastic Limit, % PI: Plasticity Index = (LL -PL),% DD: Dry unit weight, pcf Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES Relative Density N - Blows/foot Very Loose 0 - 4 Loose 4 - 10 Medium Dense 10 - 30 Dense 30 - 50 Very Dense 50 - 80 Extremely Dense 80+ GRAIN -SIZE TERMINOLOGY Component Boulders: Cobbles: Coarse -Grained Gravel: Fine -Grained Gravel: Coarse -Grained Sand: Medium -Grained Sand: Fine -Grained Sand: Silt: Clay: Size Range Over 300 mm (>12 in.) 75 mm to 300 mm (3 in. to 12 in.) 19 mm to 75 mm (3/4 in. to 3 in.) 4.75 mm to 19 mm (No.4 to 3/ in.) 2 mm to 4.75 mm (No.10 to No.4) 0.42 mm to 2 mm (No.40 to No.10) 0.075 mm to 0.42 mm (No. 200 to No.40) 0.005 mm to 0.075 mm <0.005 mm Description Angular: Subangular: Subrounded: Rounded: Criteria Particles have sharp edges and relatively plane sides with unpolished surfaces Particles are similar to angular description, but have rounded edges Particles have nearly plane sides, but have well-rounded corners and edges Particles have smoothly curved sides and no edges PARTICLE SHAPE Description Criteria Flat: Particles with width/thickness ratio > 3 Elongated: Particles with length/width ratio > 3 Flat & Elongated: Particles meet criteria for both flat and elongated RELATIVE PROPORTIONS OF FINES Descriptive Term % Dry Weight Trace: < 5% With: 5% to 12% Modifier: >12% Page 1 of 2 GENERAL NOTES (Continued) CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION Qu - TSF N - Blows/foot Consistency Description Criteria 0 0.25 0 - 2 Very Soft Dry: Absence of moisture, dusty, dry to the touch 0.25 0.50 2 - 4 Soft Moist: Damp but no visible water 0.50 1.00 4 - 8 Medium Stiff Wet: Visible free water, usually soil is below water table 1.00 - 2.00 8 -15 Stiff RELATIVE PROPORTIONS OF SAND AND GRAVEL 2.00 - 4.00 15 - 30 Very Stiff Descriptive Term % Dry Weight 4.00 - 8.00 30 - 50 Hard Trace: < 15% 8.00+ 50+ Very Hard With: 15% to 30% Modifier: >30% Description Stratified: Laminated: Fissured: Slickensided: STRUCTURE DESCRIPTION Criteria Description Alternating layers of varying material or color with Blocky: layers at least 1/4 -inch (6 mm) thick Alternating layers of varying material or color with Lensed: layers less than'/4-inch (6 mm) thick Layer: Breaks along definite planes of fracture with little Seam: resistance to fracturing Fracture planes appear polished or glossy, Parting: sometimes striated SCALE OF RELATIVE ROCK HARDNESS Q„ - TSF Consistency 2.5 - 10 10-50 50 - 250 250 - 525 525 - 1,050 1,050 - 2,600 >2,600 Voids Pit Vug Cavity Cave Extremely Soft Very Soft Soft Medium Hard Moderately Hard Hard Very Hard ROCK VOIDS Void Diameter <6 mm (<0.25 in) 6 mm to 50 mm (0.25 in to 2 in) 50 mm to 600 mm (2 in to 24 in) >600 mm (>24 in) ROCK QUALITY DESCRIPTION Rock Mass Description RQD Value Excellent Good Fair Poor Very Poor 90 -100 75 - 90 50 - 75 25 -50 Less than 25 Criteria Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils Inclusion greater than 3 inches thick (75 mm) Inclusion 1/8 -inch to 3 inches (3 to 75 mm) thick extending through the sample Inclusion less than 1/8 -inch (3 mm) thick ROCK BEDDING THICKNESSES Description Very Thick Bedded Thick Bedded Medium Bedded Thin Bedded Very Thin Bedded Thickly Laminated Thinly Laminated Criteria Greater than 3 -foot (>1.0 m) 1 -foot to 3 -foot (0.3 m to 1.0 m) 4 -inch to 1 -foot (0.1 m to 0.3 m) 11/4 -inch to 4 -inch (30 mm to 100 mm) %-inch to 1'/4 -inch (10 mm to 30 mm) 1/8 -inch to 1/2 -inch (3 mm to 10 mm) 1/8 -inch or less "paper thin" (<3 mm) GRAIN -SIZED TERMINOLOGY (Typically Sedimentary Rock) Component Size Range Very Coarse Grained Coarse Grained Medium Grained Fine Grained Very Fine Grained >4.76 mm 2.0 mm - 4.76 mm 0.42 mm - 2.0 mm 0.075 mm - 0.42 mm <0.075 mm DEGREE OF WEATHERING Slightly Weathered: Rock generally fresh, joints stained and discoloration extends into rock up to 25 mm (1 in), open joints may contain clay, core rings under hammer impact. Weathered: Rock mass is decomposed 50% or less, significant portions of the rock show discoloration and weathering effects, cores cannot be broken by hand or scraped by knife. Highly Weathered: Rock mass is more than 50% decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 SOIL CLASSIFICATION CHART NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS (LITTLE OR NO FINES •wl•wMI � iv •• iv 1 •4 • •0 • oalJ GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES ;dCS �oO° o DO0000 • o �oC D t GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT AMOUNT OF FINES) 0'0 j �• o • O II i o °0 a (1 J ioC D t • GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES A 4' ide • ��� "4-e. •,�/ ,.fir, 1 4• C7C GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES o MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SAND AND SANDY SOILS CLEAN SANDS• (LITTLE OR NO FINES) •� ��••� SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES ::. SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES ° MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SILTY SANDS, SAND - SILT MIXTURES SC CLAYEY SANDS, SAND -CLAY MIXTURES FINE GRAINED SOILS SILTS AND LIQUID LIMIT CLAYS LESS THAN 50 ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY / / CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS -- — — — OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND LIQUID LIMIT CLAYS GREATER THAN 50 0 MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CH INORGANIC CLAYS OF HIGH PLASTICITY H ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS z `\ L. `‘, \,, ` , PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS fJlLynnwood, Professional Service Industries, Inc. 20508 56th Avenue W, Suite A WA 98036 LOG OF HAB-1 Telephone: (425) 409-2504 Fax: 1425) 582-8198 Sheet 1 of 1 PSI Job No.: 07121433 Excavation MethodHollow Stem Auger WATER LEVELS Project: Zayo Chiller Sampling Method: a Location: 3311 S 120th Place DCP Type: Automatic - Tukwila, WA Boring Location: - 7 Elevation (feet) 1 1 11 1 " 4 w iv - o Depth, (feet) 111 Graphic Log Sample Type Sample No. Recovery (inches) USCS Classification Dynamic Cone (DCP) Blows per -inch Moisture, % DYNAMIC CONE PENETRATION TEST DATA Blows per -inch @ 0 15 30 MATERIAL DESCRIPTION I I x Moisture D PL Additional 0 25 f LL 50 Remarks 1 I I STRENGTH, tsf Qu NE Op 0 20 4.0 1 ,v.• N` TOPSOIL: moist, dark brown silty sand with `, \organics. . Poorly Graded SAND with Silt and Gravel: :..., • moist, light brown, gravels were rounded. SP -SM • Bottom of boring at 5 feet, refusal due to large aggregate in base of hole. No groundwater observed. Completion Depth: 5.0 ft Sample Types: Latitude: 47 49456° Date Boring Started: Longitude: -122.2905° Date Boring Completed: Shelby Tube Excavation Equipment: Logged By: Excavation Contractor: PSI, Inc. Dynamic Cone (DCP) 01 Grab Sample Remarks: ...,.....4.:S1--,-- 1:- .-_- -- _-a __._____• The transition may be gradual. Tip Resistance Qt TSF 0 0 10 20 epth 30 (ft) 40 50 60 Operator: Romanelli Sounding: CPT -01 Cone Used: DDG1368 GPS Data: NO GPS Friction Ratio Fs/Qt (%) 300 0 r r rbi CPT Date/Time: 9/6/2016 8:27:38 AM Location: Zayo Chillers Job Number: 07121433 Pore Pressure Soil Behavior Type* SPT N' Pw PSI Zone: UBC -1983 60% Hammer 8 -10 60 0 12 0 1 T 1 J _ — - 4- 1 Maximum Depth = 50.69 feet Depth Increment = 0.164 feet L 1 sensitive fine grained 4 silty clay to clay • 7 silty sand to sandy silt 2 organic material 5 clayey silt to silty clay I. 8 sand to silty sand 3 clay 6 sandy silt to clayey silts 9 sand 80 • 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) Tip Resistance Qt TSF 0 0 10 20 epth 30 ;ft) 40 50. 60 Operator: Romanelli Sounding: CPT -02 Cone Used: DDG1368 GPS Data: NO GPS Friction Ratio Fs/Qt (%) 300 0 L CPT Date/Time: 9/6/2016 10:16:16 AM Location: Zayo Chillers Job Number: 07121433 Pore Pressure Pw PSI 8 -10 60 0 12 Soil Behavior Type* Zone: UBC -1983 Maximum Depth = 49.54 feet 1 sensitive fine grained 4 silty day to clay 2 organic material 5 clayey silt to silty clay 3 clay 6 sandy silt to clayey silt SPT N* 60% Hammer 0 80 �- Depth Increment = 0.164 feet NI 7 silty sand to sandy silt 10 gravelly sand to sand Ell 8 sand to silty sand 0 11 very stiff fine grained (*) ❑ 9 sand 12 sand to clayey sand (*) Tip Resistance Qt TSF 0 0 10 20 epth 30 (ft) 40 50 60 rbi Operator: Romanelli Sounding: CPT -03 Cone Used: DDG1368 GPS Data: NO GPS CPT Date/Time: 9/6/2016 11:09:15 AM Location: Zayo Chillers Job Number: 07121433 Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Fs/Qt (%) Pw PSI Zone: UBC -1983 60% Hammer 300 0 8 -10 60 0 12 0 1 a Maximum Depth = 40.19 feet Depth Increment = 0.164 feet 80 J —,_ II 1 sensitive fine grained • 4 silty clay to clay * 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material $ 5 clayey silt to silty clay 8 sand to silty sand ■ 11 very stiff fine grained (*) 3 clay _ 6 sandy silt to clayey silt 19 sand 12 sand to clayey sand (*) Tip Resistance Qt TSF 0 0 10 20 epth 30 ;ft) 40 50 60 Operator: Romanelli Sounding: CPT -04 Cone Used: DDG1368 GPS Data: NO GPS Friction Ratio Fs/Qt (%) 300 0 8 1 1 I I I I I I I I 1 J Maximum Depth = 57.74 feet E 1 sensitive fine grained • 4 silty clay to clay 2 organic material ® 5 clayey silt to silty clay 3 clay 6 sandy silt to clayey silt CPT Date/Time: 9/6/2016 11:49:19 AM Location: Zayo Chillers Job Number: 07121433 Pore Pressure Pw PSI -10 Soil Behavior Type* SPT N* Zone: UBC -1983 60% Hammer 60 0 12 0 1 1 1, 1 1 114 1 1 1 1 1 - 1 1, 1 1 1 1 L 1 1 I 1 I 1 _,..W - --l.-I Depth Increment = 0.164 feet e 7 silty sand to sandy silt n 8 sand to silty sand r 9 sand 80 -1- 3 3 10 gravelly sand to sand 111 very stiff fine grained (*) 12 sand to clayey sand (*) Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 APPENDIX B LABORATORY TEST RESULTS Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Zayo Chillers 33115120th Place, Tukwila, WA PSI Project No.07121433 General Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Laboratory Testing Program and Procedures Soil samples obtained during the field exploration was examined in the field by a PSI representative and sent to a third party laboratory for pH, chloride ion, soluble sulfates, electrical resistivity, redox potential and sulfides. The physical characteristics of the samples were noted and the field classifications were modified where necessary in accordance with terminology presented the General Notes included in this appendix. Visual -Manual Classification The soil samples were classified in general accordance with guidelines presented in ASTM D2488, Standard Practice for Description and Identification of Soils (Visual -Manual Procedure). Certain terminology incorporating current local engineering practice, as provided in the Soil Classification Chart included with or in lieu of ASTM terminology. The term which best described the major portion of the sample was used in determining the soil type (that is, gravel, sand, silt or clay). Professional Service Industries, Inc. Michael Place 24113 56th Avenue W Mountlake Terrace, WA 98043 RE: Zayo Lab ID: 1609068 September 23, 2016 Attention Michael Place: Fremont z17117074777M 3600 Fremont Ave. N. Seattle, WA 98103 T: (206) 352-3790 F: (206) 352-7178 info@fremontanalytical.com Fremont Analytical, Inc. received 1 sample(s) on 9/6/2016 for the analyses presented in the following report. Ion Chromatography by EPA Method 300.0 Oxidation -Reduction Potential (ORP) pH by EPA Method 9045 Sample Moisture (Percent Moisture) Sulfide by SM4500-S2-F (MOD) This report consists of the following: - Case Narrative - Analytical Results - Applicable Quality Control Summary Reports - Chain of Custody All analyses were performed consistent with the Quality Assurance program of Fremont Analytical, Inc. Please contact the laboratory if you should have any questions about the results. Thank you for using Fremont Analytical. Sincerely, Mike Ridgeway Laboratory Director DoD/ELAP Certification #L2371, ISO/ICC 17025:2005 ORELAP Certification: WA 100009-007 (NELAP Recognized) Revision v1 www.fremontanalytical.com Page 1 of 22 Fremont Date: 09/23/2016 CLIENT: Professional Service Industries, Inc. Project: Zayo Lab Order: 1609068 Work Order Sample Summary Lab Sample ID Client Sample ID Date/Time Collected Date/Time Received 1609068-001 HAB1 09/06/2016 10:05 AM 09/06/2016 11:51 AM Revision v1 Note: If no "Time Collected" is supplied, a default of 12:OOAM is assigned Page 2 of 22 Fremont T i ,di11 i'70 Case Narrative W O#: 1609068 Date: 9/23/2016 CLIENT: Professional Service Industries, Inc. Project: Zayo I. SAMPLE RECEIPT: Samples receipt information is recorded on the attached Sample Receipt Checklist. II. GENERAL REPORTING COMMENTS: Results are reported on a wet weight basis unless dry -weight correction is denoted in the units field on the analytical report ("mg/kg -dry" or "ug/kg -dry"). Matrix Spike (MS) and MS Duplicate (MSD) samples are tested from an analytical batch of "like" matrix to check for possible matrix effect. The MS and MSD will provide site specific matrix data only for those samples which are spiked by the laboratory. The sample chosen for spike purposes may or may not have been a sample submitted in this sample delivery group. The validity of the analytical procedures for which data is reported in this analytical report is determined by the Laboratory Control Sample (LCS) and the Method Blank (MB). The LCS and the MB are processed with the samples and the MS/MSD to ensure method criteria are achieved throughout the entire analytical process. III. ANALYSES AND EXCEPTIONS: Exceptions associated with this report will be footnoted in the analytical results page(s) or the quality control summary page(s) and/or noted below. 1609068-001B PHY-RES has been Sub Contracted. Revision v1 Page 3 of 22 Fremont f 4 rtra V 7L Qualifiers & Acronyms WO#: 1609068 Date Reported: 9/23/2016 Qualifiers: * - Flagged value is not within established control limits B - Analyte detected in the associated Method Blank D - Dilution was required E - Value above quantitation range H - Holding times for preparation or analysis exceeded I - Analyte with an internal standard that does not meet established acceptance criteria J - Analyte detected below Reporting Limit N - Tentatively Identified Compound (TIC) Q - Analyte with an initial or continuing calibration that does not meet established acceptance criteria (<20%RSD, <20% Drift or minimum RRF) S - Spike recovery outside accepted recovery limits ND - Not detected at the Reporting Limit R - High relative percent difference observed Acronyms: %Rec - Percent Recovery CCB - Continued Calibration Blank CCV - Continued Calibration Verification DF - Dilution Factor HEM - Hexane Extractable Material ICV - Initial Calibration Verification LCS/LCSD - Laboratory Control Sample / Laboratory Control Sample Duplicate MB or MBLANK - Method Blank MDL - Method Detection Limit MS/MSD - Matrix Spike / Matrix Spike Duplicate PDS - Post Digestion Spike Ref Val - Reference Value RL - Reporting Limit RPD - Relative Percent Difference SD - Serial Dilution SGT - Silica Gel Treatment SPK - Spike Surr - Surrogate Revision v1 www.fremontanalytical.com Page 4 of 22 Fremont /ri '�." i7a Analytical Report WO#: . 1609068 Date Reported: 9/23/2016 Client: Professional Service Industries, Inc. Project: Zayo Lab ID: 1609068-001 Client Sample ID: HAB1 Analyses Result Collection Date: 9/6/2016 10:05:00 AM Matrix: Soil RL Qual Units DF Date Analyzed Ion Chromatography by EPA Method 300.0 Chloride Sulfate Sample Moisture (Percent Moisture) Percent Moisture Oxidation -Reduction Potential (ORP) Oxidation -Reduction Potential pH by EPA Method 9045 Hydrogen Ion (pH) Sulfide by SM4500-S2-F (MOD1 Sulfide 2.73 15.2 10.6 97.3 7.11 1.09 1.09 0.500 Batch ID: 14749 Analyst: KT mg/Kg-dry 1 mg/Kg-dry 1 9/7/2016 5:35:00 PM 9/7/2016 5:35:00 PM Batch ID: R31613 Analyst: CG wt% 1 9/8/2016 12:55:34 PM Batch ID: R31593 Analyst: KT mV -dry 1 9/7/2016 4:20:00 PM Batch ID: R31583 Analyst: KT pH 1 9/7/2016 12:15:54 PM Batch ID: R31713 Analyst: KT ND 0.559 mg/Kg-dry 1 9/13/2016 2:15:00 PM Revision v1 Page 5 of 22 y Analytical Resources, Incorporated Analytical Chemists and Consultants 23 September 2016 Mike Ridgeway Fremont Analytical 3600 Fremont Avenue N. Seattle, WA 98103 RE: 1609068 Please find enclosed sample receipt documentation and analytical results for samples from the project referenced above. Sample analyses were performed according to ARI's Quality Assurance Plan and any provided project specific Quality Assurance Plan. Each analytical section of this report has been approved and reviewed by an analytical peer, the appropriate Laboratory Supervisor or qualified substitute, and a technical reviewer. Should you have any questions or problems, please feel free to contact us at your convenience. Associated Work Order(s) Associated SDG ID(s) 16I0149 N/A I certify that this data package is in compliance with the terms and conditions of the contract, both technically and for completeness, for other than the conditions detailed in the enclose Narrative. ARI, an accredited laboratory, certifies that the report results for which ARI is accredited meets all the reqirements of the accrediting body. A list of certified analyses, accreditations, and expiration dates is included in this report. Release of the data contained in this hardcopy data package has been authorized by the Laboratory Manager or his/her designee, as verified by the following signature. Analytical Resources, Inc. Cheronne Oreiro, Project Manager The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. Cert11100006 PJLA Testing Accreditation 1166169 4611 S. 134th Place, Suite 100 • Tukwila, WA 98168 • Ph: (206) 695-6200 • Fax: (206) 695-6201 Page 1 of 9 Page 6 of 22 0 a. O U A 0 0 Page 2 of 4611 South 134th Place, Suite 100 8 00 ti 00.40 � I g 9/6/2016 10:05:00 AM g °0 0 co a A of az 0 m 9 E o 5 Analytical Resources, Incorporated 461, Analytical Chemists and Consultants ARI Client: COC No(s): Assigned ARI Job No: 1(IulK`1 Preliminary Examination Phase: Were intact, properly signed and dated custody seals attached to the outside of to cooler? Were custody papers included with the cooler? Were custody papers properly filled out (ink, signed, etc.) Temperature of Cooler(s) (°C) (recommended 2.0-6.0 °C for chemistry) Time: Cooler Receipt Form Project Name: Delivered by: Fed -Ex UPS Courier Hand Delivered Other: Tracking No: 12 XL 1 r( 03 3} t3 7 t Z4‘ 5 - NA If cooler temperature is out of compliance fill out form 00070E 1/+(1 Temp Gun ID#: C1SZ77—G Cooler Accepted by: l , Date: 8-(c (% 0 Time: 1 4 Q} Complete custody forms and attach all shipping documents YES NO NO Log -1n Phase: Was a temperature blank included in the cooler? YES What kind of packing material was used? ... Bubble Wrap Wet Ice s Baggies Foam Block Paper Other Was sufficient ice used of appropriate)? ... NA YES Were all bottles sealed in individual plastic bags? YES Did all bottles arrive in good condition (unbroken)? YES Were all bottle labels complete and legible? (n) NO Did the number of containers listed on COC match with the number of containers received? NO Did all bottle labels and tags agree with custody papers? NO Were all bottles used correct for the requested analyses? .. ( NO Do any of the analyses (bottles) require preservation? (attach preservation sheet, excluding VOCs)NA YES c) Were all VOC vials free of alr bubbles? YES NO Was sufficient amount of sample sent in each bottle? NO Date VOC Trip Blank was made at ARI Was Sample Split by ARI : YES Date/Time: Samples Logged by: 'i.. Equipment: Date: �' Time: "" Notify Project Manager of discrepancies or concerns *t (2:2"7 Split by: Sample ID on Bottle Sample ID on COC Semple ID on Bottle Sample ID on COC • Additional Notes, Discrepancies, & Resolutions: '"-`.P/Con1ti2^ c rr: ti,. 0. v,' I t ,--citl) (S.ce ( ✓ By: '11-2---- Date: Ci .- ( L Small Air Bubbles Pei-bubbles'LDE 24 mm Ar 6V es Small 3 "sm" (< 2 mm ) • • • >�1 mm Peabnbbles --) "pb" pb (2to<4mm) • y 0 0 Large -3"lg"(4 to<6rim ) — - -- Headspaee 4 "hs" (> 6 mm ) 0016F 312/Ve3of9 Cooler Receipt Form Paee8ot224 9 0 tlildL Licd.L xeso.:rces, Incorporated .Analytical Chemists and Consal_ta_LLs Cooler Temperature Compliance Form. Cooler: Temperature(°C): Sample 1D Bottle Count Bottle Type Cooler#: _ Temperature(°C): Sample ID Bottle Count Bottle Type Cooler#: Ternperature{_°C): Sample ID � Boni� ... e Count _ Bottle TSI'°— 1 Cooler,#: Sample ID Temperature(°C): Bottle Count Bottle Type Completed by -1 Date: R- Time: (Oc( 00070F Cooler Temperature Compliance Form Page 4 of 9 NefEqoan glb0 3/3/09 Analytical Resources, Incorporated Analytical Chemists and Consultants Analytical Report Fremont Analytical 3600 Fremont Avenue N. Seattle, WA 98103 Project: 1609068 Project Number: [none] Project Manager: Mike Ridgeway ' Reported: 23 -Sep -2016 16:09 ANALYTICAL REPORT FOR SAMPLES Sample ID Laboratory ID Matrix Date Sampled Date Received HAB1 16I0149-01 Solid 06 -Sep -2016 10:05 08 -Sep -2016 10:40 Analytical Resources, Inc. The results in This report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. 4611 S. 1 34th Place, Suite 100 • Tukwila, WA 98168 • Ph: (206) 695-6200 • Fax: (206) 695-6201 Page 5 of 9 Page 10 of 22 y Analytical Resources, Incorporated Analytical Chemists and Consultants Analytical Report? Fremont Analytical Project: 1609068 3600 Fremont Avenue N. Project Number: [none] Reported: Seattle, WA 98103 Project Manager: Mike Ridgeway 23 -Sep -2016 16:09 Case Narrative Sample receipt One soil sample was received on September 8, 2016 under ARI workorder 1610149. For details regarding sample receipt, please refer to the Cooler Receipt Form. Resistivity - ASTM Method G187 Sample volumes were subcontracted to Materials Testing and Consulting (MTC). All subcontracted results have been included in this report. Analytical Resources, Inc. The results in this repot apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. 4611 S. 1 34th Place, Suite 100 • Tukwila, WA 98168 • Ph: (206) 695-6200 • Fax: (206) 695-6201 Page 6 of 9 Page 11 of 22 Analytical Resources, Incorporated Analytical Chemists and Consultants Analytical Report Fremont Analytical Project: 1609068 3600 Fremont Avenue N. Project Number: [none] Reported: Seattle, WA 98103 Project Manager: Mike Ridgeway 23 -Sep -2016 16:09 Certified Analyses included in this Report Analyte Certifications Code Description Number Expires ADEC Alaska Dept of Environmental Conservation UST -033 05/06/2017 CALAP California Department of Public Health CAELAP 2748 02/28/2018 DoD-ELAP DoD-Environmental Laboratory Accreditation Program 66169 03/30/2017 NELAP ORELAP - Oregon Laboratory Accreditation Program WA100006 05/11/2017 WADOE WA Dept of Ecology C558 06/30/2017 WA -DW Ecology - Drinking Water C558 06/30/2017 Analytical Resources, Inc. The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. 461 1 S. 134th Place, Suite 100 • Tukwila, WA 98168 • Ph: (206) 695-6200 • Fax: (206) 695-6201 Page 7 of 9 Page 12 of 22 Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Project: 1609068 Project#: 16I0149 Client : Analytical Resources, Inc. Source: 16I0149-01 MTC Sample#: T16-1379 Date Received: September 12, 2016 Sampled By: Others Date Tested: September 21, 2016 Tested By: H. Benny CASE NARRATIVE 1. One sample was submitted for minimum resistivity testing according to ASTM G187. The sample contained particles greater than the number 8 sieve. The sample was air dried and screened. 2. The data is provided in summary tables. 3. There were no noted anomalies in this projects. All results apply only to actual locations and materials tested Aso mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reviewed by: Corporate — 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia — 360.534.9777 Bellingham — 360.647.6111 Silverdale — 360.698.6787 Tukwila — 206.241.1974 Visit our website: www.mtc-inc.net Page 8 of 9 Page 13 of 22 :saa j3O lsuol�au LLL6'ti£S'09£ PTdTIO 0 rM A •t o W51 M 0 � 2 C � w o• A 00 00 N 'on w lau aut-alto• L8L9'869'09£ aIEPsa^I?S bL6I'Ii7Z'90Z 0661 -SSL (09£) auogd . Pzi co a C o dlddo 1lV spRTnIem pun suopnooT imp ln'ggnd Jo; oounzuotp 0 0 0 0 00 0 O a eD y h 0 Minimum Resistivity - ASTM G187 as :pa;say a;eQ M A 2. K O. 3k CD rn CD CDA C C CD CD0 O O 0 c v0 y H a a Cr Cr xo FDN Client: Analytical Resources, Inc. DO \ L O era (/) c c- a -7^ v5 a m m N v CO 0 c o 0 0. 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Zayo QC SUMMARY REPORT Oxidation -Reduction Potential (ORP) Sample ID LCS-R31593 Client ID: LCSW Analyte SampType: LCS Units: mV Prep Date: 9/7/2016 RunNo: 31593 Batch ID: R31593 Analysis Date: 9/7/2016 SegNo: 596601 Result RL SPK value SPK Ref Val %REC LowLimit HighLimit RPD Ref Val %RPD RPDLimit Qual Oxidation -Reduction Potential 259 261.5 0 99.0 97 103 Sample ID 1609068-001ADUP SampType: DUP Client ID: HAB1 Batch ID: R31593 Analyte Result Units: mV -dry RL SPK value SPK Ref Val Prep Date: 9/7/2016 RunNo: 31593 Analysis Date: 9/7/2016 SegNo: 596603 %REC LowLimit HighLimit RPD Ref Val %RPD RPDLimit Qual Oxidation -Reduction Potential 98.4 97.31 1.14 30 Revision v1 Page 17 of 22 (ud) uoi ua6oJotu CO 0, CO ZZ b0 81. 868d (kid) uoi u060JoAi 0 IBA bad >idS m 0 d(lOVZ00-L6Z8091. 01 aldwes dila :ediCidweS IBA bad add 0 700 70 0 3 0 c 0) 4SE96S :oNbaS £8S1.£ :oNund (Nd) uoi ue6ojoi(u O O O O O O D 0 ✓ • m' CD 1D cn 70 r- 03 0) c N IBA bad >idS m 0 r i 3 IBA Sad pdd 11w1146!H 73 -o 0 D 0 r 3 0 c v r 0 N 0) m m 0 0 N 0) :amp slsAleuy ESSL£d-sol al aldweS SOl :adAidweS ZS£96S :oNbaS z O W 01 03 W IBA bad >IdS IBA bad Odd 11W111.16iH '85.2 0 0 -o 0 r 3 0 c D) co m 0 0 0- 1 0) W :alep slsAleuy ESSLE21-aw 01 aldweS )Il9W :adAidweS 1.S£96S :oNbaS E8SLE :oNund (n c 0. 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GI aldweS aSW :ediidwes f.ip-6)1/6w :siiu11 e IBA ia2i 0d21 0 Z1 0 3 0 d Z66865 :oNbaS ELLLE :oNun{ O O O 0) to Cal 01 > 0 m (u co 0 x ID O N .0 r IeA i I >idS amen >idS W d 0 0 w_ V W SIANL00-9906091. 01 aldweS SW :aclAidweS ilwf g61H TIw1lMo1 IEA da21 Od2i :0120 sp(leuy -u (D 0 m (0 t0 Ca - w O O T - 05 CP 70 (D C -0 7 Z Z xi O O 0 • N W C CO 70 (00 W 13 0 r 3 0 c m O C.3 0 ID (D c r (n a) C O, IRA 3821 >IdS dfl0VL00-8906091, 01 aldweS dila :adijdweS c 7 3 (o Q m 0 r o - N. m 3 �00 = m m 7" (O (0 r 3 N O O_ CO 0) e IBA da2i Od21 0 0 r 3 066869 :oNbaS £ELLE :oNun2{ O 0 0 0) 01 G- ) N 0 (u 0 r 0 (n 0) (D N IeA ia2i >idS ,Z7 m 0 r o 3 a 0 0 = m m (n 7" (0 (0 r 3 3 N N _O O 0) 0) £144£21-S01 01 aldweS Sol :eclAidwe5 Ien laic Od2i 70 0 13 0 0 m 886869 :oNbaS D 7 m IDCD ;ii r- -0 13 N C co 12A 3021 >IdS 0 3 7- ✓ 3 12A 1021 0d?z1 .Z1 0 0 r 3 0 C n) S>119W :014U9110 :a1ea sIsAleuy £L/Atm-elm 01 aldweS >118W :aclAidweS L8686S :oNbaS ELLLE :oNuny :aapJo )IJoM N m cu F• D) O cfl 0) 05 O. ()° N in CD 0 (D 7 0 (n 1 CD W 7 la0d3 J ) JVwwns 30 9 LOZ/£Z/6 :e;ea a imeinui 11 In in i O ZZ Jo OZ abed G1 0 O O len JGZ1 )IdS 0 m 0 r 0 _r 3 IBA ie):1 ad2i 3!wfl46iH 0 0 3 0 N m m 0 0 7J Qf G1 :am] sptleuy dn0VL00-17906096 al aldwes dna :adAldweg OZOL6S :oNbas £1.91,£ :oNune{ o r o z'� o 0. CD .< o 0 o co u, o co CD o' 00 (D 5 0. C N CD 7 C7 taan;siow }uaoaad) aanlsiow a� 12J0d321 Auvumns 30 9 L OZ/EZ/6 :aWEU Fremont ■Ie1111- i t 1127/Ma Sample Log -In Check List Client Name: PSI Logged by: Erica Silva Work Order Number: 1609068 Date Received: 9/6/2016 11:51:00 AM Chain of Custody 1. Is Chain of Custody complete? 2. How was the sample delivered? Lop In 3, Coolers are present? 4. Shipping container/cooler in good condition? 5. Custody Seals present on shipping container/cooler? (Refer to comments for Custody Seals not intact) 6. Was an attempt made to cool the samples? Yes 0 No ❑ Not Present ❑ Yes ❑ No 0 NA ❑ Samples received straight from field Yes 0 No ❑ Yes ❑ No ❑ Not Required 0 Yes ❑ No ❑ NA 0 7, Were all items received at a temperature of >0°C to 10.0°C * Yes ❑ No ❑ NA 0 8. Sample(s) in proper container(s)? Yes No ❑ 9. Sufficient sample volume for indicated test(s)? Yes No ❑ 10. Are samples properly preserved? Yes 0 No ❑ 11. Was preservative added to bottles? Yes ❑ No 0 12. Is there headspace in the VOA vials? Yes ❑ No ❑ 13. Did all samples containers arrive in good condition(unbroken)? Yes 0 No ❑ 14. Does paperwork match bottle labels? Yes 0 No ❑ 15. Are matrices correctly identified on Chain of Custody? Yes 0 No ❑ 16. Is it clear what analyses were requested? Yes 0 No ❑ 17. Were all holding times able to be met? Yes 0 No ❑ Special Handling (if applicable) 18. Was client notified of all discrepancies with this order? Yes 0 No ❑ NA ❑ NA 0 NA ❑ Person Notified: 'Michael Place Date I 9/6/2016 By Whom: Erica Silva Via: 0 eMail ❑ Phone ❑ Fax ❑ In Person Regarding: !Method confirmation - see comments for approved list Client Instructions: IConfirmed 19. Additional remarks: pH by EPA 9045; Chloride & Sulfate by EPA 300.0; Resistivity by AASHTO T288 (subcontracted); Oxidation -Reduction Potential by ASTM A2580B; Sulfide by SM 4500-S2— Item 500-S2Item Information Item # [Sample Temp °C 19.3 * Note: DoD/ELAP and TNI require items to be received at 4°C +/- 2°C Revision v1 Page 21 of 22 • Distribution: White - Lab, Yellow - File, Pink - Originator www.fremontanalytical.com COC 1.1 - 4..5.16 - loft Fremont ., "i � Chain � i of Custody Project Name: Project No: Location: Report To (PM): PM Email: Date: �-77 4 Record and /,n Q —16) Laboratory Services Agreement , n /� Laboratory Project No fintemalf: 1 \Sl O C 0 N N x 3600 Fremont Seattle, WA Client: Address: City, State, Telephone: Ave N. Tel: 206-352-3790 98103 Fax: 206-352-7178 'I ,, Page: of 0 NN o, a. Collected by: ,� 2 v. -o t, ' /r 4 ,4.tie inc/3frf�7�} J t{,/wit � (G/l , ,.3':,'11 Zip: %Yn f / d L4 �< / Q 6 j1 1 ('Vi tt' + ( 4 qD1 — qc 2 ,4-riC ,4 - Fax: ,P(q IMj c 14 04 t pP(1e° Cu .S.,(. ( Ica , Cam *Matrix Codes: A = Air, AQ= Aqueous, 6 = Bulk, 0 =Other, P = Product, S = Soil, SD =Sediment, SI =Solid, W = Water, OW = Drinking Water, GW = Ground Water, SW =Storm W. >,j49' W = Waste Water Sample Name Sample D/ate1 Sample (2N \"i P1 l``' ,`at. 0 6,yy\ a� 4� °\'L;• \p\ \bti o- ec�� s,:a 10\ ° S\ \�:�ea K Co e \a .� ti ti o� c ° �'ti 4° ,,,,N,-.--/„....40 Sample Qp 0 t'Oo a� e- Qp QQ : : \--' C1 N''' ;Nt Type \`� �c: ��o o� CI Gip'''. 5` \`6 �5. \� o�s \Qp a- ahas �e•Jp P� �a y`9,. d`\ pd .•00 , (Matrix) J (> � (�• � p 5 Q Qc' �;,:' � ids, . „y`n ,4 L,:t. Z,e. �. 1 Comments `� 1 1' 1 6 �y l 46"—i& /Time }}� loo' t,-,1 X 2 3 4 5 6 7 8 9 10 "Metals Analysis (Circle): MICA -5 RCRA-8 Priority Pollutants TAL lndivdual: Ag Al As B Ba Be Ca Cd Co Cr Cu Fe Hg K Mg Mn Mo Na Ni Pb Sb Se Sr Sn Ti 11 0 V Zn •••Anions (Circle): Nitrate Nitrite Chloride Sulfate Bromide O -Phosphate Fluoride Nitrate+Nitrite Turn around times for samples received after 4:OOpm will begin on the following business day. Special Remarks: Sample Disposal: C7 Return to Client (--'i Disposal by lab (Samples will be held for 30 days unless otherwise noted. A fee may be assessed if samples are retained after 30 days.) I represent that 1 am authorized to enter into this Agreement with Fremont Analytical on behalf of the Client named above, that I have verified Client's agreement t� each o ter n the front and backside of this Agreement. R intj H Date/Time Receive Date/Time Relinquished Date/Time Receive Date/Time x x TAT -3 Sameoay^ NextDay^ 2 Day 3 ay STD_) ^Please coordinate with the lab in advance • Distribution: White - Lab, Yellow - File, Pink - Originator www.fremontanalytical.com COC 1.1 - 4..5.16 - loft Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 APPENDIX C LIQUEFACTION ANALYSIS Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 TABLE OF CONTENTS CPT -01 results Summary data report CPT -02 results Summary data report 7 CPT -03 results Summary data report 13 CPT -04 results Summary data report 19 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:50 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq GEOr.csr rnrcr� :� U:IL4 ar,.TE ■ Ta Genr'cho.ral software Professional Service Industries, Inc. 20508 56th Avenue W, Suite A Lynnwood, WA 98036 Phone: 425-409-2504 Project title : Zayo Chiller CPT file : CPT -01 Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.57 Cone resistance 4- 6- 8 10 12 14 16 18 20 .. 22 24 a 26 a 28 30-4 32- 34- 36- 38^ 40 42 44 46- 48-- 50- - 0 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Friction Ratio 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 8 10 1 Location : 3311 S 120th Place, Tukwilla, WA 6.50 ft 6.50 ft 3 2.60 Based on SBT SBTn Plot Use fill: No Fill height: N/A Fill weight: N/A Trans. detect. applied: No Ko applied: Yes 2 3 4 Ic (Robertson 1990) 0.8 0.7- 0.6- M,N=7112, sigma'=1 atm base curve 1111. /111.1 Liquefaction 0.3- 0 - >- - U - 0.2^ 0.1 - No Liquefaction 0 , , I , , , , , , , , , , , , r t , , r I 0 20 40 60 80 100 120 140 160 180 Qtn,cs 200 Normalized CPT penetration resistance 4- 6- 8- 10- 12- 14- 16- 18- - 20- 22- 24- 26- 28- 30- 32^ 34—..-..., 36— ......... 38— - 40- 42—_ -. 44— ---- CRR plot Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based During FS Plot 6 _ .. 8 10 ti 12 14 16 18 20 22 24 26 28 30 32 34 -- 36 38 40 1 , I 0 0.2 0.4 CRR & CSR 42 44 46 48 50 0 6 0 0.5 1 1.5 Factor of safety Summary of liquefaction potential 01 Norrrelized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A,: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry 10 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:46 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 1 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -01 2- 4- 6- 8 10- 12 14 16 18 20 22 24 r 26 8 28 30 32 34 36 38 40 42 44 46 48 50 Cone resistance 0 100 r i r 200 300 400 qt (tsf) Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude MW: 7.00 Peak ground acceleration: 0.57 Depth to water table (insitu): 6.50 ft Friction Ratio CPT basic interpretation plots Pore pressure 4- 6- 8- 14- 16-' 18 20- 22-1 g 24- 26- 28- 30 32 34 36 38 40 42- 44- 46- 48 � j I 50- 0 2 4 6 Rf (%) I 8 10 Depth to water table (erthq.): 6.50 ft Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: L- 4- 6 - 8-- 10- 12- 14-- -- 16- 18- 20- -+ 22- g 24- a 26- 28- 30- 32- 34- 36- 38- 40- 42- 3 2.60 Based on SBT No N/A 44- 46- 48- i I nsitu i- i r 10 20 30 40 50 u (psi) FII weight: Transition detect. applied: Ka applied: aay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 2 4 6 8 10 12 14 16 18 2' 22 24 t- 26 8 28 30 32 34 36 38 40 42 44 46 48 50 SBT Plot 1 2 3 Ic(SBT) 4 Soil Behaviour Type San 6 8- 10- 12- 14- 16- 18- 20- 22 1� 24- . 2 286 3 32- 34- 36- 38 40- 42- 44- 46- 48- 50-, 0- 42- 44- 46-48-50-, sltysad& silt Sltysad &silt Sltyssrd &saciyslt Sltysard&sadysilt Clay Ctgaicsdl Cla Sltysad&sadyslt Clay aay Clay&sltyday Sad& sltysad Clay&sltyday Clay&sltyday Sad&sltysaYi Sltysad&sarijsit pay&siltyday Sad&sltysad Sltysaii&sadyslt Se sti\efinegrarEd Sash efiregrared Clay&sltyday Srsitivafiregrarsd Sltysad&sertyslt pay&sltyday Sltysad&sa4yslt Siad&siltysarl Sari S3xl&sltysaid Sltysad&saidysft 0 2 4 6 8 10 12 14 16 18 SBT (Robertson et al. 1986) SBT legend • 1. Sensitive fine grained • 4. Clayey silt to silty © 7. Gravely sand to sand ▪ 2. Organic material 0 5. Silty sand to sandy silt ® 8. Very stiff sand to ▪ 3. Clay to silty clay © 6. Clean sand to silty sand ❑ 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:46 AM • Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 2 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -01 2^ 4- 6- 8 10- 12- 14- 16 18- 20- 8- 20- Norm. cone resistance -r- _r_ 30- 32- 34- 36- 38- 40- 42- 30- 32- 34- 36- 38- 40- 42- 44- 44- 46- 46 - 48- 48 50- 0 50 -0 50 100 150 200 Qtn Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.57 6.50 ft CPT basic interpretation plots (normalized) Norm. friction ratio 4- 6- 8- 10- 12 14- 16 18- 20- 22 24 t a 26- 28-- 30- 32 6- 28-;30- 32 34 36 38 40 42 44- 46- 48- 50 0 1 1 T 1 2 4 6 Fr (%) Depth to water table (erthq.): Average results interval: • Ic cut-off value: Unit weight calculation: Use fill: Fill height: 10 2- 4 6 8 10- Nom. pore pressure ratio 12- 14- 16- 18- 20- 22- 24- 15. 26 8 28- 30- 32 34 36- 38- 40 42- 44- 46- 48- 50 -0.2 6.50 ft 3 2.60 Based on SBT No N/A 0 I 1 I 0.2 0.4 Bq 0.6 Fill weight: Transition detect. applied: lc applied: aay like behavior applied: Limit depth applied: Limit depth: 0.8 1 N/A No Yes Sands only No N/A 2 4 6 8 1s 12 14 16 18 20 22 24 . 26 8 28 30 32 34 36 38 4r 42 44 46 48 50 SBTn Plot 1 2 3 4 Ic (Robertson 1990) Norm. Soil Behaviour Type I 4-" 6 8 10- 12 14- 24- . 26 8 28- 30- 32- 34-) 36- 38- 40- 42", 44- 46- 48-, 4-46-48-, 50-' 0 Sand Sad&siltysat Vaydasediff sdl Veydsralstiffsdl Sad&sltysad aay&sltyday Ctgaicsdl aay Sad&s(tysad aay Clay Said&sltysati Clai&siltyday Shtysad&sa dialt Sid&sltysad Sltysad&sa-dyslt aay&siltyday Sad&sltysard Sftysad&Sa disilt Saehi efiregraned Sasiti;efinegrairai aay&siltyday Sestieefinegrairei Oay&sltyday Slltysad&saYiyslt Sard&sllysad Ssrd Sad&sltysad it Sttysad&sadyslt r, r' 1' 1' 1' 1' 1• 4 6 8 10 12 14 16 18 SBTn (Robertson 1990) SBTn legend 1. Sensitive fine grained • 4. Clayey silt to silty © 7. Gravely sand to sand • 2. Organic material 0 5. Silty sand to sandy sift 0 8. Very stiff sand to • • 3. Clay to silty clay ® 6. dean sand to silty sand 0 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:46 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 3 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -01 Total cone resistance 2- 4- 6^ 8 10- 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 —r- 1 -f • - - 100 200 300 400 qt (tsf) Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude Mw: 7.00 Peak ground acceleration: 0.57 Depth to water table (insitu): 6.50 ft 2 4 6 8 10 12 14 16 18 20 22 24 -El 26 28 30 32 34 36 38 40 42 44 46 48 50 Liquefaction analysis overall plots (intermediate results) SBTn Index 2 3 Ic (Robertson 1990) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6.50 ft 3 2.60 Based on SBT No N/A Norm. cone resistance 4- 6- 8 10^ 12- 14- 16 18 - 20-- - 22 - • - _c ti 26- 28- 30- 32- 34- 36- 38- 40- 44 46- 48- I —I !-- • 5 ! AC I i 5 I 50- •- I 4 0 50 100 150 200 Qtn Fill weight: Transition detect. applied: K, applied: Oay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 6 8- 10- Grain char. factor I ! 7 - 5 I . 5 5 f 7 ' 12- - - 5 16- -r- I: ir 1 ! - 1 7 1 18- i .--1- J -•--t • • i -1.- - ; 5 ! i ! I "-• -I— T. 1 t-- - -. it i 1_ .. ! 1 : ! 1 1 5 i 38- 5 1 40- -T—t i- t 1-- 42 -----..1_T irii__..f..':.-... 5 1 5 5 1 1 i 1 i I 46- 1 i I i 1 1 48--- I -r--I-- -; 1 50-- I -5 -- --t --r- -I- -- -1----- ' • 20-- 22- 24- 'II 26- 3 28- 30- 36- — - I ill 111.1111./1[11 0 1 2 3 4 5 6 7 8 9 10 Kc Corrected norm. cone resistance 16- 18- 20- 22 24- _c 'EL 26- 8 0 50 100 150 Qtn,cs 200 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:46 AM • Project file: P:\712 GEO - Also See 578 Geo \2016 Projects \Zayo Chillers \CPT Data \Zayo, CPT logs.clq 4 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -01 CRR plot 2- 4- 6- 8- 10- 12- 14- 16- 18- - - 20- -- - 22 V 24- -- a 26^ - 8 28- - 30- - 32- 34- 36- 38- 40- 42^ 44- 46- 48- 50 - During rthq 0 0.2 0.4 CRR & CSR Input parameters and Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): 06 analysis data NCEER (1998) NCEER(1998) Based on Ic value 7.00 0.57 6.50 ft 2 4 6 8 10 12 14 16 18 20 22 24 L . 26 a 28 30 32 34 36 38 40 42 44 46 48 50 0 FS Plot Liquefaction analysis overall plots LPI 0.5 1 1.5 Factor of safety Depth to water table (erthq.): 6.50 ft Average results interval: 3 Ic cut-off value: Unit weight calculation: Use fill: Fill height: 2.60 Based on SBT No N/A 2 2- 4- 6- 8- 10 12- 14- 16- 18- 20- 22- 24- 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 1 0 5 10 15 Liquefaction potential Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 2- 4- 6- 8- 10 12 14-1- 16-J 18- 20- 22 24--' n 26- 8 28- 30- 32- 34- - 36- 38- 40 42 44- 46- 48-4 5 Vertical settlements 20 0 0.5 1 1.5 Settlement (in) 2 Lateral displacements 2 4- 6 8- 10- 12- 14 16- 18- 20 22- 24- s S. 26- 28- 30- 32- 34- 36- 38- 40- 42 44- 46- 48- 50- F.S. color scheme II Almost certain it will liquefy FE Very likely to liquefy ❑ Liquefaction and no liq. are equally likely ❑ Unlike to liquefy • Almost certain it will not liquefy 0 Displacement (in) LPI color scheme II Very high risk ❑ High risk o Low risk CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:46 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 5 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -01 2 4 6 8 10 12 14 16 18 20- 22 V 24 O. 26 8 28 30 32 34 36 38 40 42 44 46 48 50 0 Norm. cone resistance 200 400 600 Qtn Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude MW: 7.00 Peak ground acceleration: 0.57 Depth to water table (insitu): 6.50 ft 2 4 6 8 10 12 14 16 18 20 22 24 L O. 26 8 28 30 32 34 36 38 40 42 44 46 48 50 0 Check for strength Toss plots (Robertson (2010)) Grain char. factor E MP 1 2 3 4 5 Kc 6 7 8 Depth to water table (erthq.): 6.50 ft Average results interval: 3 Ic cut-off value: Unit weight calculation: Use fill: Fill height: 9 10 2.60 Based on SBT No N/A Corrected norm. cone resistance 2 4 6 8 10 12 14 16 18 20 22 24 F-•••••••-" O 26 a 28 30 32 34 36 38 40 42 44 46 48 50 0 50 100 150 200 Qtn,cs Fill weight: Transition detect. applied: K,, applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 2 4 6 8 10 12 14 16 18 20 22 24 O. 26 8 28 30 32 34 36 38 40 42 44 46 48 50 SBTn Index 1 2 3 Ic (Robertson 1990) 4 Liquefied Su/Sig'v 2 4 6 8-' 10-^ 12 14- 16 18 20 22- V 24 a 26 8 28 30- 32 34 36 38 40 42 44 46 48- 50 0 Peak Su ratio Uq. Su ratio 0 1 0.2 0.3 0 4 Su/Sig'v 05 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:46 AM 6 • Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq GEtUcGGi`lwlt"�rtr r'r �• l—TZ r -1;4., . Geotechnical Spit nave ! 1iQ Professional Service Industries, Inc. 20508 56th Avenue W, Suite A Lynnwood, WA 98036 Phone: 425-409-2504 Project title : Zayo Chiller CPT file : CPT -02 Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on 1c value 7.00 0.56 Cone resistance 141 14 16 18 20 ,:, 22 L 24 0. 26 28 30- 32 34- 36- 38- 40- 42- 44- 46- 48- 4- 6- 8 -- 10- -� 12- 14- 16- 18- 20 22^ 24- 26- 28- 30- 32- 34- 36- 38- 40- 42 44- 46- 48- G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Friction Ratio Rf (%) 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Location : 3311 S 120th Place, Tukwilla, WA 6.50 ft 6.50 ft 3 2.60 Based on SBT SBTn Plot Use fill: No Fill height: N/A FII weight: N/A Trans. detect. applied: No Ic, applied: Yes 1 2 3 4 Ic (Robertson 1990) 0.8 0.7- 0.6- * 0 m ce 0.4- rA to a� 0.3- 13 - U 0.2- —{ •'•• • •i• M _ 0.1- 0 0 No Liquefaction - 20 40 60 80 100 120 '140 Qtn,cs r -r- 160 180 200 Normalized CPT penetration resistance 1,000_ 4- 10- 12- 14- 16- 18- 20- 22- 24- 26.-• 28- 30- 32- 34- 36- 38- 40- 42- 44- 46 - 10- 12- 14- 1618- 2022- 24- 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 4648- CRR plot Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based • During rti?q: 0.2 0.4 CRR & CSR 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 FS Plot 0 6 0 0.5 1 1.5 Factor of safety Summary of liquefaction potential 1 1) 11 1 1 1 1 1 1 11 .410 - 100- 4, 8 01 1 r r nl r l r 11 1 1I 1 10 Normalized friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM 7 Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -02 Cone resistance 28 30 32 34 36 38 40 42 44 46 48 100 200 300 400 qt (tsf) Input parameters and Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): analysis data NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft Friction Ratio CPT basic, interpretation plots Pore pressure SBT Plot 4- 6- - 6- 8- 10- 8- 10- 12- 14- 16- 18- 12- 14- 16- 18- 20- 22- 24- g- 20- z2 - 24 -g 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 2 67 8- 10- 12- 14- 16- 18- 20- 22- L 24- fig • 26 Depth to water table (erthq.): 6.50 ft Average results interval: 3 Ic cut-off value: 2.60 Unit weight calculation: Based on SBT Use fill: No Fill height: N/A 28- 30- 32- 34- 36-- 387 8- 30- 32- 34-36--38-+ 40- 42- 44- 46- 48-. I n:itu I , r I I 10 20 30 40 50 u (psi) Fill weight: Transition detect. applied: IC, applied: day like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 1 2 3 Ic(SBT) 4 411.1.1. Soil Behaviour Type San 18 zo-� 22-, 24^ 26- 28- 30^ 32 34 36 38 40 42 44 46 48 Sltysad&sadjslt 2 4 6 8 10 12 14 1 16 18 SBT (Robertson et al. 1986) Sati&sItysard Sttysad&sardjslt Clay SIysad&sartiyslt Ctgaricsdl Chgaicsdl SItysad&sadyslt Ctgaicsdl a aaayy&siltydaj Clay Sltysad&sadyslt Clay Sad&sltysaid Sltysad&sat jslt aay&sltyday sad&sltysa-d SItysadd&sadyslt aaj&sltydaj &Mat wfiregrdrEd Ca/ aa, aay&sltyday aay&sltyday Sltysad&sa lyslt Sat &sltysad SBT legend • 1. Sensitive fine grained • 4. aayey silt to silty ❑ 7. Gravely sand to sand El 2. Organic material ❑ 5. Silty sand to sandy silt 0 8. Very stiff sand to ▪ 3. Clay to silty clay 0 6. dean sand to silty sand 0 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM 8 • Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -02 Norm. cone resistance 4- 6- 8 22- - .c 24- g 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- i 50 100 150 Qtn Input parameters and Analysis method: Fines correction method: Points to test: Earthquake magnitude MN,: Peak ground acceleration: Depth to water table (insitu): 200 analysis data NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft CPT basic interpretation plots (normalized) Norm. friction ratio 6- 8-` 10- 12- 14-- 16- 18- 20 22- 24- A.- 2- 24 -A 26- 28- 30- 32- 34-- 36- • 6- 28- 30- 32- 34--36-• 38- 40- 42- 44- 46- 48- - 4 6 Fr (%) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: FIII height: 10 4- 8 10- 12- 14-- 16- 18- 20- Nom. pore pressure ratio 22- L 24- g 26- 6.50 ft 3 2.60 Based on SBT No N/A 28- 30- 32- 34- 36- 38^ 40^ - 42-- 44- 46-- 48- -0.2 0 0.2 0.4 0.6 0.8 1 Bq Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 2 4 6 8 1' 12 14 16 18 2' ..22 24 g26 28 30 32 34 36 38 4' 42 44 46 48 SBTn Plot 1 2 3 4 Ic (Robertson 1990) Norm. Soil Behaviour Type San 2 . 4- 6 8 10-I 12- 14- 16- 18- 20- 22- e 2^14- 16- 1820- 22 -e L 24- 26- 28- 30- 32- 34- 36- 38^ 6-28- 30- 32^34- 36- 38^ 40 42- 44- 46-, 1 Sat Vaydase'sttff sdl Veydase'stitfsil Clay&siltyday Skysa'd&satlyslt aay Ogaicedl Ctgaicsdl 9ltysa i& sadyslt Ogaicsdl Clay Clay&sltyday Ogaicsdl Sltysad&sarysit aa, Said &sillysad 9ltysa i&sat'slt Clay&sltyday Sri&sltysad 9Itysad &saidyslt Clay Sasitiheflregrarsd aay aay Clay&sltyday 9Itysad&satyslt and &sltysaid 48- Sltysad&satlyslt 0 2 4 6 8 10 12 14 SBTn (Robertson 1990) 16 18 SBTn legend I. 1. Sensitive fine grained • 4. aayey silt to silty ❑ 7. Gravely sand to sand El 2. Organic material 0 5. Silty sand to sandy silt El 8. Very stiff sand to 3. Clay to silty clay 0 6. Clean sand to silty sand 0 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 9 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -02 Total cone resistance 4- 6- 10- 12 14 16 18 20 22- s 24 r 26 28 30 32 34 36 38 40 42- 44- 46- 48- i 7 100 200 300 400 qt (tsf) Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude MW: 7.00 Peak ground acceleration: 0.56 Depth to water table (insitu): 6.50 ft 2 4 6 8 10 12 14 16 18 20 22 24 8 26 28 30 32 34 36 38 40 42 44 46 48 Liquefaction analysis overall plots (intermediate results) SBTn Index Norm. cone resistance Grain char. factor 4- 6 8- 10- 12- 14- 16- 18- 20 - I i r T -r- esi • Corrected norm. cone resistance 4- 6- 8-' 10- 12- 14- 16- 18- 20- 287 - 30- 32- 34- 36- 38- 40- 42-- 44- - 46- 1 2 3 Ic (Robertson 1990) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6.50 ft 3 2.60 Based on SBT No N/A 4 50 100 150 200 Qtn Fill weight: Transition detect. applied: Ka applied: Gay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A Kc 50 100 150 200 Qtn,cs CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM .Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 10 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -02 CRR plot 16- 18- 20- 22- 24- g 6- 18 -20- 22- 24-g 26- 28- 30- 32-- 34- - - 36- 38-- 40- 42- - 44-- 46- 48- - During ..rthgi 0.2 0.4 CRR &CSR 2 4 6 8 1' 12 14 16 18 20 22 s 24 g26 28 30 32 34 36 38 40 42 44 46 48 FS Plot Liquefaction analysis overall plots LPI 0 6 0 0.5 1 1.5 Factor of safety Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude Mw: 7.00 Peak ground acceleration: 0.56 Depth to water table (insitu): 6.50 ft Depth to water table (erthq.): 6.50 ft Average results interval: 3 Ic cut-off value: 2.60 Unit weight calculation: Based on SBT Use fill: No Fill height: N/A 2 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- g 26- 28- 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- T 1 0 5 10 15 Liquefaction potential Fill weight: Transition detect. applied: K, applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A Vertical settlements 4 6 8 10 12 14 16 18 20 22- 24 g26 28 30 32 34 36 38 40 42- 44- 46- 48 i i 20 0 0.5 1 1.5 Settlement (in) Lateral displacements 2 4- 6- 8 10- 12- 14- 16 18- 20- 22- V 24- 8 26- 28 F.S. color scheme Ill Almost certain it will liquefy Very likely to liquefy • Liquefaction and no lig. are equally likely Q Unlike to liquefy ▪ Almost certain it will not liquefy 3 32- 34 36- 0- 38- 40 42- 44- 46 48- 0 Displacement (in) LPI color scheme El Very high risk El High risk o Low risk CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 11 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -02 2 4 6 8 10 12 14 16 18 20 22 24 g26 28 30 32 34 36 38 40 42 44 46 48 Norm. cone resistance �T r 0 200 400 Qtn Input parameters and Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): 600 analysis data NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft 2 4 6 8 Check for strength Toss plots (Robertson (2010)) Grain char. factor 12 14 16 18 20 - 22 24 26 28 30 32 34 36 38 40 42 44 46 48 sag .„„, 0 1 2 3 4 5 6 7 8 9 10 Kc Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6.50 ft 3 2.60 Based on SBT No N/A Corrected norm. cone resistance SBTn Index 4 6 8- 10 12 14- 16- 18 20 22 24 gaj - 26- 28- 30 32 34 36 38 40 42 44 46 48- 50 100 150 200 Qtn,cs Fill weight: Transition detect. applied: lc applied: Clay like behavior applied: Umit depth applied: Limit depth: N/A No Yes Sands only No N/A 2 4 6 8 10 12 14 16 18 20 22 24 g26 28 30 32 34 36 38 40 42 44 46 48 2 3 Ic (Robertson 1990) 4 2 4 6 8 10 12 14 16 18 20 22 24 8 26 28 30 32 34 36 38 40 42 44 46 48- Liquefied Su/Sig'v � 0 01 — Peak Su ratio - Liq. Su atio 0.2 0.3 Su/Sig'v 04 05 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM . Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 12 nrfRc c, zavac/yi?, Geotechnical Software Professional Service Industries, Inc. 20508 56th Avenue W, Suite A Lynnwood, WA 98036 1 ■°Q C Phone: 425-409-2504 Project title : Zayo Chiller CPT file : CPT -03 Input parameters and analysis data Analysis method: Fnes correction method: Points to test: Earthquake magnitude M,,,: Peak ground acceleration: . NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 Cone resistance Location : 3311 S 120th Place, Tukwilla, WA G.W.T. (in-situ): 6.50 ft G.W.T. (earthq.): 6.50 ft Average results interval: 3 Ic cut-off value: 2.60 Unit weight calculation: Based on SBT Friction Ratio 4- -- 6- 6- 8- 8- 2 18 L 20 8 22 24 26 28- 30- 40"-- 200 8- 30- 40"--200 400 600 qt (tsf) 12- 14- 16- 18^ 12- 14- 16- 18^ 20- 22- 24- 26- 28- 30- 32- 34- 36- 38- 40 0 2 4 6 Rf (%) 8 10 SBTn Plot Use fill: No Fill height: N/A Fill weight: N/A Trans. detect. applied: No Ka applied: Yes 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 1 2 3 4 Ic (Robertson 1990) 0.8 Mw=7112, sigma'=1 atm base curve 0.7- 0.6- 0.5— * O - ro - te 0.4cn — Liquefaction • ♦ 4. • t• •••♦ • o♦ ♦: 1 M • • • 0 0 20 ;No Liquefaction 40 60 80 100 Qtn,cs 120 140 160 180 200 Normalized CPT penetration resistance 4- 6- 8- 10- 12- • 6810- 12-• 14 16- -- 18 18 22- 24- 26-- 30- 32- 34 36-- 38- -- 40- — CRR plot Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based FS Plot 0.2 0.4 CRR &CSR 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 0 6 0 0.5 1 1.5 Factor of safety Summary of liquefaction potential , I r I 1111 r I r r r r i t Or r r 1 nr 1 10 Norrrel zed friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A,: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post -earthquake strength loss unlikely, check cyclic softening Zone C: Cydic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 13 1- 2- 3- 4- 5- 6- 7 8 9 10 11- 12^ 13- 14- 15- 16- 17- 18- 19- - 20- qnj 21 O 22- 23- 24- 25- 26- 27- 28- 29- 30- 31 32 33 34 35 36 37 38 39 40 Soil Behaviour Type This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -03 2- 3- 4- 5- 6- 7- 8- 9 10 11 12 13 14 15 16 17 18 e 19 - 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Cone resistance Input parameters and Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): analysis data NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft Friction Ratio CPT basic interpretation plots Pore pressure 6- 7- 8-- 9- 10- 11- 12^ - 7-8--9- 10 11-12^ 13-- 14--- 15--- 16- - 17- 18- 19- 1 20- 21 22-- 23- 24- — 25- — 26-- 27- - 28- - 29- 30- - 31- 32- -- 33- — 34- — 35- 36- 37--- 38- 39- 40 0 Rf (%) Depth to water table (erthq,): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ,-, 18 19 20 g21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 6.50 ft 3 2.60 Based on SBT No N/A 0 1 1 1 1 1 5 10 15 20 25 30 35 40 45 50 u (psi) Fill weight: Transition detect. applied: 1<,, applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 _., 20 qaj 21 22 23 24 25 26 27 28 29 3 31 32 33 34 35 36 37 38 39 40 1 SBT Plot 2 3 Ic(SBT) 4 Sid Sari&sltysad altysarl&sad/slt aay&sltyday a7 Crgaic sdl a Sltysad&said/silt 9Itysad&sad/silt aay Sltysad &sa o/silt Clay Sad&§tlysad SItysaii sad/sit arid &sltysa d aay 3rd&siltysad SItysad&said/silt aay&siltyday Sltysa i&sad/silt Srd&sfitysatl Sltysad&sadyslt Clay&sltyda/ Cla/&sltyda/ aa/ aay&sltyday a� aay&siltyda/ Clay i ` 1 ` 1 2 4 6 8 10 12 14 SBT (Robertson et al. 1986) 0 16 SBT legend 1. Sensitive fine grained • 4. Clayey silt to silty 0 7. Gravely sand to sand 2. Organic material 0 5. Silty sand to sandy silt El 8. Very stiff sand to El 3. Clay to silty clay ❑ 6. dean sand to silty sand El 9. Very stiff fine grained 18 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 14 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -03 1- 2- .3- 4^ 5- 6- 7- 8- 9- 10- 11- 12- 13--' 14- 15- 16- 17- 18-- - 't 19- -C 20- -21- 22- 23- 24- 25- 26 Norm. cone resistance 27- 28- 29- 30- 31- 32- 33- 34- 35- 36- 37- 38- 39- 40 0 50 100 150 200 Qtn Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude MW: 7.00 Peak ground acceleration: 0.56 Depth to water table (insitu): 6.50 ft 2- 3- 4-- 5- 6- 7- 8- 9^ 10- 11- 12- 13--- 14- 15 16- 17-- CPT basic interpretation plots (normalized) Norm. friction ratio .� 18- 19- 207 Q. 21 22- 23- 24- 25- 26- 27- - 28^ 29- 30-- 31- 32 33-- - 34H 35- 36-- 37-- 38- 39- - 40 0 2 4 6 8 10 Fr (%) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 2- 3- 4- 5- 6- 7- 8- 9- 10- 11- 12-- - - 3- 4- 5- 6- 7-8- 9- 10- 11- 12--- - 14^- 15- 16- 17-- 18- 't 19- 20^ .. 21- 22- 23- 24- 25- -- 26- -- 27- - 28-- 29-- 30-- 31- 32- 33-- 34- 35-- 36- 37-- 38 39- - 40 -0.2 Nom. pore pressure ratio 6.50 ft 3 2.60 Based on SBT No N/A 0.2 0.4 0.6 0.8 Bq Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 .-, 18 19 - 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 3 3 3 3 3 4 SBTn Plot 1 2 3 4 Ic (Robertson 1990) Norm. Soil Behaviour Type Send 2- 3- 4- 5- 6- 7- 8- 9- 10- 12-1 3-45- 67- 8- 9- 10- 12-' 13- 14- 15- 16-i 17- 18- e 19- -c 20- c21 22- 23- 24- 25- 26- 27- 28- 29- 30- 31 3- 24- 2526- 27^28^29- 30- 31 32- 33- 34- 35- 36- 37- 38- 39- 40 - Sad Sad &siltysa ti Sltysad &sa-dyslt Sad&sitysad Sad&sItysad aay&siityday Crgaicsdl aay Sad&sltysad aay&siltyday aay&siltyday Sltysad&sadysilt aay&siltyday Sad&sltysaid Sltysad&sem silt Sarl&siltysard aay&sItyday Sad&siltysa-d SItysad&sadyalt Clay&siltyday Sitysad&sadysilt Sad &sitysad SItysad&sadyslt Clay aay&sltyday pay Clay&sltyday Oaj aay&sltyday aay&sttyday 0 4 6 8 10 12 14 16 18 SBTn(Robertson 1990) SBTn legend II 1. Sensitive fine grained I. 4. Clayey silt to silty ❑ 7. Gravely sand to sand $ 2. Organic material 0 5. Silty sand to sandy silt Q 8. Very stiff sand to I. 3. Clay to silty day ❑ 6. aean sand to silty sand 0 9. Very stiff fine grained CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.ciq 15 Woao,� 5 so Fay OI -0 a a Ea8 ( .a w n m N m -di ma3'*o� 01 a m Io vOi = 3 01 _g I I I 7• a. CD 0 m 2 2CU lncnoa nn ▪ 4„, I <mOD 0.1 I I I ; . E Depth (ft) A W W W W W W W W W W N N N N N N N N N N r r ...... O t0 C V 01 VI A W N O 10 00 V O1 VI A W N O 10 00 V 01 m- W N r O l0 m V 01 VI A W N r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 I. 1 1 3 1 LL 1 1 1 1 1 1 n 1" _ 31 c c r, >0 - 3 Qn z0 N 0 N 2 y N a m 0 - 7 2 Z N W 01 r 37.0 a. O O W v 0 In 03 CCQ,T- ?1 3 3 Ol @ = 00-D -- . mmm-0tO •• • '0 v a v g B. DO=R10D 0 7 rn A Depth (ft) A W W W W W W W lil W N N N N N N N N NJ N O 1D CO V T VI A W N O t0 CO V 01 V1 A W N O 1p O0 v 01 VI A W N- O - • 40 CO V 01 VI Depth (ft) A W W W W W W W W W W N N N N N N N N N N r r r r r O t0 Ql V O1 VI A W N r 0 l0 0 V 01 N A W N r 0 l0 0 V 01 VI A W N O l0 00 V OI O 1t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 A w w O l0 m J 11 (93.4 W W I I ,1 .I w W W N 11 WW 1-••• O N N N N W05,40 N N ' A Depth (ft) N N N N W N . 010 CO I 111 01 VI A W N F+ O 10 O V 01 VI A W N r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1._J_._1..__,___._...._i I_...__ - I I i I I 4- • 1: A W w W w W w w w W 0 10 m 1i 01 'I .A� W N; Depth (ft) 0 l0 0 01 1J1A W N r 0 ‘000 V 01 (fl .P W N O 10 C0,4 01 VI A W 1 1 1 1 1 N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 xapuIul9s aDUe;sisaa au03 •UMW aope; 'amp uieag J auoo •waou papaaaop y 01 n n 'O 0 (sunsaa a;e!pawaa;u!) £0-1d0 :aweu IdD This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -03 CRR plot 2- 3- 4- 5- 6- 7- 8-_ 9- - 10- 11- 12- - 13- 14- 15- 16- 17- - ,-, 3- 14-15-16-17-- ,-, 18- 19- f, 8-19- 20-- • - g 21- 22- 23- 24- 25- 26- 27- 28 --- 29- 30- 31^ 1- 22-23- 24- 25- 26- 27- 2829-30- 31^ 32^ 33- 34-- 35-- 36- 37^ 38^ 39- 40-' 0 0.2 0.4 CRR &CSR 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 n 21 8 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 FS Plot Liquefaction analysis overall plots LPI 0 6 0 0.5 1 1.5 Factor of safety Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6.50 ft 3 2.60 Based on SBT No N/A 2 1- 2- 3- 4- 5- 6� 7- 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- ,-, 18- 19- 20- 21- 22- 23- 24- 25- 26- 27- 28- 29- 30" 31- 32- 33- 34- 35- 36- 37- 38- 39- 40- 0 . r I 5 10 15 Liquefaction potential Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A Vertical settlements 1- i. 2- 31 4 - - 5-' 6-' i r V __ L 8 9 10 11- 12- 13 14 15 16- 17- 18- e 19 t 20 qa 21 0 22 23 24 25- 26 27 28 29 30 31 32 33- 34 35 36 37 38 39- 40 i f I 20 0 0.5 1 1.5 Settlement (in) 1 2- 3 4 5- 6- 7- 8- 9- 10 11 12- 13 14- 15 16- 17 18 • 19- - 20- g 21- 22- 23- 24- 25- 26- 27- 28- 29- 30- 31 32 33 34- 35- 36- 37- 38- 39 40 - F.S. color scheme Almost certain it will liquefy Q Very likely to liquefy ❑ Liquefaction and no liq. are equally likely ❑ Unlike to liquefy In Almost certain it will not liquefy Lateral displacements 0 Displacement (in) LPI color scheme El Very high risk ❑ High risk 0 Low risk CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 17 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -03 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ,-, 18 19 -520 A21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Norm. cone resistance 0 200 400 600 800 1,000 Qtn Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ,^.• 18 e 19 20 g21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 0 1 Check for Grain char. factor strength loss plots (Robertson Corrected norm. cone resistance 2 3 4 5 Kc Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6 7 8 9 10 6.50 ft 3 2.60 Based on SBT No N/A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16- 17 18 e 19- yL, 20 g 21- 22 23 24- 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 0 50 100 150 Qtn,cs Fill weight: Transition detect. applied: lc applied: Clay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 200 2- 3- 4-- (2010)) SBTn Index 8--- 9 — 10- 11- 12 13 14--- 15- 17n -= ' 18- --- 19- - 19- - r 23- .... . -- 25- - - 26- 27- -- 28-t - --t 30- - t 31-'s 34 35- 361 37j - 'r 38 39- -- - 40 . 1 2 3 Ic (Robertson 1990) Liquefied Su/Sig'v 1 2 3 4 5 6 7- 8 9 10 11 12 13 14 15 16 17 18 19 t 20 ▪ 21 " 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39- 40 0 C111111•1 01 - Peak Su ratio - Lig. 5u ratio 0.2 0.3 Su/Sig'v 04 05 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:47 AM . Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 18 y �Professional Service Industries, Inc. r1, C F�EcC�r;;Cr,; 'n • • �,— 20508 56th Avenue W, Suite A Ot�r ' C' Lww!. Lynnwood, WA 98036 ("`"e""c" Foftware r i t r Phone: 425-409-2504 [ S ° !Weg/IC l) W451al@ WPOWV Project title : Zayo Chiller CPT file : CPT -04 Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 Cone resistance 81 10 12- 14— -- 18 18- 20- 22 24 w 26 L 28 n 30- 32- 34- 36- 38- 40- 42 44 - 48- 50- 52- 54- 56 - 0.8 0.7- qt (tsf) G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Friction Ratio 4- 6- 8- 10- 12--�-- 14- 16- 18- 20- 22- 24- 26- 28- 30- 32- 34- 36- 38- 40-- 42- 44- 46- 48 50^ 52- 54 56 4 6 8 10 12 14 16 Location : 3311 S 120th Place, Tukwilla, WA 6.50 ft 6.50 ft 3 2.60 Based on SBT SBTn Plot Use fill: No Fill height: N/A Fill weight: N/A Trans. detect. applied: No Ko applied: Yes 24 26 28 30 32 34 1 36 38 40 42 44 46 48 50 52 54 56 1 ' 1 ' 1 ' 1 2 4 6 8 10 Rf (%) MW=7112, sigma'=1 atm base curve 1 2 3 4 Ic (Robertson 1990) 0.6- •No Liquefaction 0 1 1] 1 1 1 1. 1 1 1. I. . .. I.. 1 I 0 20 40 60 80 100 120 140 Qtn,cs 160 180 200 1,000_ CRR plot Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based 4- 6-- - 8- 10- 12- 14 16- 18- 20- 22 24-- 26-- 28- 30- 32- 34- 36- 38^ 40- 42- 44 46- 48-- 50- 52-- 54-- 56^ -4 During rth 4 4 6 8 10 - 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 - 44 46 48 50 52 54 56 FS Plot 0.2 0.4 0 6 0 0.5 1 1.5 CRR & CSR Factor of safety Summary of liquefaction potential 1 1 1 1 1 1 1 1 • 8 1 111111 1 1 2 0 1 10 Norrrel¢ed friction ratio (%) Zone A,: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A,: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:48 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 19 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -04 Cone resistance 4- - 6- 8, 10- 12- 14- 16- 18- 20- 22- 24- 26- t 28- a 30- 8 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 0 100 Input parameters and Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): analysis data NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft 2- 4- 6- 8- 10- 12- 14- 16 18- 20- 22- 24- 26- e t 28- g 30- 32- 34- 36- 38 40- 42- Friction Ratio CPT basic interpretation plots Pore pressure 44- 46- 48- 50- 52- 54- 56- Rf (%) Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 4 6 8 10 12 14 16 18 20 22 24 26 ' 28 30 6.50 ft 3 2.60 Based on SBT No N/A 32 34 36 38 40 42 44 46 48 50 52 54 56 1 t t t t 1 1 1 t 1 0 5 10 15 20 25 30 35 40 45 u (psi) All weight: Transition detect. applied: Ko applied: Oay like behavior applied: Limit depth applied: Limit depth: N/A No Yes Sands only No N/A 2 4 6 8 1' 12 14 16 18 20 22 24 �. 26 28 a 30 32 34 36 38 40 42 44 46 48 50 52 54 56 SBT Plot Soil Behaviour Type 6- 8 10- 12-: 14- 16- 18- 20 22- 24- 2 3 Ic(SST) 4 L 28 g 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- Soil 0- 32- 34-36- 38- 40- 42- 44- 46- 48-50-5254-56 WTI Sat &siltysard . Sltysad&sadyslt SItysand&saxWsilt Sltysad&aa sit aay Crgaicsdl ogaicsdl Sat &siltysad Clay SItysad&saxfyslt Sltysad&sadyslt Clay&sltyday SYid&SIIttyySali Sltysad&saryslt Clay&sltyday Sad &sltysatd Clay&sltyday Clay&sltyday Clay Clay&sltyday Clay&sltyday .Sad&sltysad SItysad&sadislt Sltysad &sazfyslt Sad&sltysad 1,t, t t t t t t 2 4 6 8 10 12 14 16 SST (Robertson et al. 1986) SBT legend 1. Sensitive fine grained • 4. aayey silt to silty J 7. Gravely sand to sand 2. Organic material 0 5. Silty sand to sandy silt Q 8. Very stiff sand to is 3, Clay to silty clay Q 6. Clean sand to silty sand El 9. Very stiff fine grained 18 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:48 AM 20 . Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.dq This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -04 Norm. cone resistance 2- 4- 6- 8- 10- 12- 14 16 18- 20- 22 8-20 22 24- 26-- L 28 g30 32 34 36 38 40 42 46- 48- 50- 52- 54- 56^ I I I 50 100 150 Qtn Input parameters and Analysis method: Fines correction method: Points to test: Earthquake magnitude MW: Peak ground acceleration: Depth to water table (insitu): 200 analysis data NCEER (1998) NCEER (1998) Based on Ic value 7.00 0.56 6.50 ft 14^ CPT basic interpretation plots (normalized) Norm. friction ratio 16-''7•""'"-"--1- 18- -i-18- • t 20 22^ 26--- 28- ' g 30- 32-- - 44-1 46- 48- 50- 52^ 54- 56- •i 4 6 Fr (%) Depth to water table (erthq,): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 10 2 4 6 8 10 12 14- 16- 18 20- 22 24 26 r28 a- 30- 832- 6.50 ft 3 2.60 Based on SBT No N/A 34- 36 38- 40- 42- 44- 46- 48 50- 52 54- 56- Nom. pore pressure ratio I -0.2 0 0.2 0.4 0.6 0.8 Bq Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Limit depth: 1 N/A No Yes Sands only No N/A 2 4 6 8 10 12 14 16 18 20 22 24 26 28 g30 32 34 36 38 42 44 46 48 50 52 54 56 SBTn Plot 1 2 3 4 Ic (Robertson 1990) Norm. Soil Behaviour Type 2- 4-, 6- 8- 10- lz- 14- 16- 18- 20- 22 24- 26-' 28 g 30- 32 34 36 38 40- 42 44-'. 46, 48- 50- 52^, 8-50-52 56^� 4 6 Veydase'stitf sdl SItyssrd&sariyalt Veydasdstiifs it - Vayda-se'stiftsciI Clay aggaicsdl aa,' and&silysad Ctgaicsal Q aicsdl SItysaid&saidysilt SItysad&sadyslt Sad&SIItysad SItysati&saxfysilt aay&sltyday Sa-d &sltysaid Clay Clay aay ogaic scil Clay Clay&siltyday Clay&siityday Sa-d&silysad SItysat &sendysilt SItysaid& silt Sad&siltysad 8 10 12 14 16 SBTn (Robertson 1990) SBTn legend ▪ 1. Sensitive fine grained II 4. aayey silt to silty ❑ 7. Gravely sand to sand ■ 2. Organic material ❑ 5. Silty sand to sandy silt D 8. Very stiff sand to • 3. Clay to silty clay p 6. dean sand to silty sand 0 9. Very stiff fine grained 18 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:48 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 21 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -04 2- 4- 6- 8 10- 12- 14 16- 18- 20 22-, 24- 26- 28- = 32- 34- 36- 38- 40- 42 44- 46- 48- 50- 52- 54- 56- Total cone resistance I I I I 100 200 300 400 500 600 qt (tsf) Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude Mw: 7.00 Peak ground acceleration: 0.56 Depth to water table (insitu): 6.50 ft 2 4 6 8 10 12 14 16 18 20 22 24 26 28 _c pc) 32 34 36 38 4 42 44 46 48 50 52 54 56 Liquefaction analysis overall plots (intermediate results) SBTn Index Norm. cone resistance Grain char. factor 1 2 3 Ic (Robertson 1990) Depth to water table (erthq.): 6.50 ft Average results interval: 3 Ic cut-off value: 2.60 Unit weight calculation: Based on SBT Use fill: No Fill height: N/A 4 4- 6- 8- 10- 26-- --- e 28 k 30 " 32 34 36 38 40 42 _ L ! I ! • . I ; I • t " Fill weight: Transition detect. applied: Ka applied: Clay like behavior applied: Limit depth applied: _Limit depth: N/A No Yes Sands only No N/A 0 r -1-- -1- -i • I I 1 11 I f I .1 1 2 3 4 5 6 7 8 9 10 Kc Corrected norm. cone resistance 4- 6- 8- 10- 12- . _ -1- • 22-- - -- 1 -• - - 24- ,-, 26- e 28- - g 30-- • 32-- - 34- - -- 36- 38- 40- 44- • - 48- 50- - 52------- l• 54 56- • 1 50 100 Qtn,CS 150 200 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:48 AM .Project file: P:\712 GEO - Also See 578 Geo \2016 Projects Way° Chillers\CPT Data \Zayo, CPT logs.clq 22 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -04 CRR plot 4^ 6- 8- 10- 12- 26- L 28 1 30- 32- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- 1 1 0.2 0.4 CRR &CSR 2 4 6 8 10 12 14 16 18 2r 22 3' 32 34 36 38 4r 42 44 46 48 50 52 54 56 Liquefaction analysis overall plots FS Plot 0 6 0 0.5 1 1.5 Factor of safety Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude MW: 7.00 Peak ground acceleration: 0.56 Depth to water table (insitu): 6.50 ft Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6.50 ft 3 2.60 Based on SBT No N/A 2 2- 4- 6- 8- 10- 12- 14- 16- 18- 20- 22- 24- 26- L 28- 2 30- 8 32.- 34- 36- 38- 40- 42- 44- 46- 48- 50- 52- 54- 56- ' 1 2^34- 36- 38- 40- 42- 44- 46- 48- 50- 52^54- 56- LPI 1 • 1 0 5 10 15 Liquefaction potential Fill weight: Transition detect. applied: lc applied: Clay like behavior applied: Umit depth applied: • Umit depth: N/A No Yes Sands only No N/A 2- 4- 6- 8- 10• — 12-4 14i- 16 4 - — 16 — 18 1 20- 223i_— r 24 - - 26128 g 30- 32- 34- 36- 38- 40- 42 44 46- 48-N- — 6-48-N1— - 50- 52- 54 56 Vertical settlements 4- 6- a- 10-- 12- 14- 16- 18- 20-- 22- Lateral displacements 24- i 20 0 0.5 1 1.5 Settlement (in) F.S. color scheme • Almost certain it will liquefy Very likely to liquefy • Liquefaction and no liq. are equally likely ® Unlike to liquefy in Almost certain it will not liquefy o. 30^ 32- 34- 36- 38^ 40- 42- - 44-- 52- 54- 56- 0 • i i 10 20 30 40 50 60 Displacement (in) LPI color scheme • Very high risk El High risk El Low risk 70 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:48 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.dq 23 This software is licensed to: Professional Service Industries, Inc. CPT name: CPT -04 8 32 34 36 38 40 42 44 46 48 50 52 54 56 2 4 6- 8 10 12 14 16 18 20 22 24 26 28 30 Norm. cone resistance 0 200 400 600 800 1,000 Qtn Input parameters and analysis data Analysis method: NCEER (1998) Fines correction method: NCEER (1998) Points to test: Based on Ic value Earthquake magnitude MW: 7.00 Peak ground acceleration: 0.56 Depth to water table (insitu): 6.50 ft 2 4 6 8 1 12 14 16 18 20 22 24 0 26 28 a 30 a 32 Check for strength Toss plots (Robertson (2010)) Grain char. factor 34 36 38 40 42 44 46 48 50 52 54 56 ti r (774 0 1 2 3 4 5 6 7 8 9 10 Kc Depth to water table (erthq.): Average results interval: Ic cut-off value: Unit weight calculation: Use fill: Fill height: 6.50 ft 3 2.60 Based on SBT No N/A Corrected norm cone resistance 2 4 6 8 10 12 14 16 18 20 22 24 26 r 28 a 30 32 34 36 38 40 42 44 46 48 50 52 54 56 .c 0 50 100 Qtn,cs Fill weight: Transition detect. applied: Ko applied: Clay like behavior applied: Limit depth applied: Limit depth: 2 4 6 8 10 12 14 16 18 20 22 24 26 L 28 0 30 32 34 36 38 40 42 44 46 48 50 52 54 56 SBTn Index 150 200 1 2 3 Ic (Robertson 1990) N/A No Yes Sands only No N/A 4 2 4 6 8 10 12 Liquefied Su/Sig'v mir 14- 16 18 20 22 24 26 28 3 8 32 0 34 36 38 40 42 44 46 48 50 52 54 56 — Peak Su ratio Liq. Su ratio 0 01 0.2 0.3 Su/Sig'v 04 05 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software - Report created on: 9/20/2016, 11:48:48 AM Project file: P:\712 GEO - Also See 578 Geo\2016 Projects\Zayo Chillers\CPT Data\Zayo, CPT logs.clq 24 Procedure for the evaluation of soil liquefaction resistance, NCEER (1998) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowchart': tic ; tip resistance, 4 : s'eeve friction in-situ vertical total and effective stress units : all in kPa initial stress exponent : n m.1.0 and calculate Q, F, and lc if lc S 1.64, n = 0.5 if 1.64 < < 3.30, n = (1,-1.61)0.3 + 0.5 if 1c ? 3.30, n = 1.0 iterate until the change in n, An < 0.01 if cavo° > 300 kPa, let n = 1.0 for all soils °updated from Robertson and Wride (1998) Cyj 100 )11 Eva � 11 `q€1nU j c F = 100 (qt. --(Tv()) (3.47—log Q)2.L(1.22+log F)2 j ifIc5l.64,I =i3O if 1.64 <1, < 2.60,1<„ = -0.4031,4 + 5.581 Ira —21.63 2 + 33,75 1„— 17.88 if is 2.60, evaluate icing other criteria;l'.kely nonliquefiable if F > 1 5}"n BUT, if 1.64 < 1G < 2.36 and F < 0.5%, set iC 1.0 (t aides = KcQ J CRS 5 = 93 (�[ ix} ; 0.08, if 50 (geuv)es < 160 1000 CRR; 5 = 0.833 • ("1000e'` + 0.05, if (t1c.11r)cs < 50 if lc, 2.60, evaluate using other criteria; ike1y nonliquifiable if F > l 1 "Estirreting liquefaction -induced ground settlerrents from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachn n CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 25 Procedure for the evaluation of soil liquefaction resistance (all soils), Robertson (2010) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowcharts: CPT qt, fs, avo, a'v0. pa = 1 atm all same units as pa Initial stress exponent: n = 1.0; Calculate Qt,, F. Ic fl=0.381(J )+0.05(cr —0.15 P, n_<1.0 Iterate until change in n, An [ 0.01 A i _r[(qt-crvo)1.Cv♦100 P a J t4: — u,•, ) Ic = k3.47 — log Qo- )2 + (1.22+ logF,. )2 J If It < 1.64. KK = 1.0 When 1.64 < Ic < 2.60 K, = 5.58I,3 — 0.403 IG — 21.63 I„2 33.75It —17.88) If1.64<Ic<2.36AND Fr<0.5%.set Kt=1.0 KC • Qm K� = 6 x 10-; (I )1476 V 3 CRR„ =93[Qr" +0.08 1000 50<_Q <_160 CRR=0.053QnKa 1 P. K. Robertson, 2009. "Performance based earthquake design using the CPT", Keynote Lecture, International Conference on Performance-based Design in Earthquake Geotechnical Engineering — from case history to practice, IS -Tokyo, June 2009 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 26 Procedure for the evaluation of soil liquefaction resistance, Idriss & Boulanger (2008) qc: tip resistance, f5: sleeve friction a,,, ovo': in situ vertical total and effective stress m = 1.338 - 0.249 x (gc1N)°.264 iterate until change in m, am < 0.01 A a <1J CN x gc gc1N = Pa Ic<2.60 gcdNcs = gc1N f 641c1N where : 1.631 9.7 15.7 + 1� x e2) FC+°.01lFC+0.01�g1N (5.4 l 4 CRR=e��540 +`�67 80 J # 9114 - M..7.5, ow.] CRRNu7.5,o.v+-1 = 0.80x SV xKa CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 27 Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006) CPT qt, f5, I� Initial estimate using raw tip measurements, friction ratio. Calculate qt,1, Repeat until an acceptable convergence tolerance is achieved. Rf f2 �=f' f3 4 Gt,1=Cq qt 1 CRR = exp 1.045 (0 110 -R + L 001 •R +c. +0.850 ••R )- 0.848 ••In )-0.002 ••In(av )- 20.923 +1.632 1(rP I qt,1 +qt,i • ' f !'' f f U' 7.177 CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 28 Procedure for the evaluation of liquefaction -induced lateral spreading displacements Site investigation with SPT or SPT data with content or CPT data Design earthquake 1 Moment magnitude of earthquake (Mw) and peak surface acceleration (amax) Liquefaction potential analysis to calculate FS, (NI)6ocs or (gciN)cs (using the NCEER SPT - CPT -based method (Youd et al. 2001)) Ground geometry Geometric parameters for each of different zones in level (or gently sloping) ground with (or without) a free face Zones with three major geometric parameters or less - free face height (H), the distance to a free face (L), or/and slope (S) Calculation of the lateral displacement index (using Figure 1 and Equation [3]) J L/H or/and S If 1 / Estimated lateral displacement, LD (N1)6ocs < 14 or (gc1N)cs < 70 evaluate potential of flow liquefaction 2 For gently sloping ground without a free face, LD = (S + 0.20) •LDI (for 0.2% < S < 3.5%) For level ground with a free face, LD = 6 (L/H)0 8 • LDI (for 5 < L/H < 40) J Zones with more than three major geometric parameters Evaluation of lateral displacements based on other approaches and engineering judgment 1 Flow chart illustrating major steps in esti neting liquefaction -induced lateral spreading displacerrents using the proposed approach 0.5 1.0 1.5 Factor of safety. FS 1 Figure 1 20 Z1 LII= o 1 Equation [3] a 1 "Estimating Iiquefaction-induced ground settlerrents from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachnron CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 29 Procedure for the estimation of seismic induced settlements in dry sands Average shear stress, Ta, =CSR . • avo =0.65 • - 6po tia g Estimate small shear strain modulus, Gi Go =0.0138 .I10("x i,oa)I..(gt.-6Q) Estimate shear strain amplitude, y (teased mi Prade1 (199S)) It ct ebR = 1+a • R 100 (oro) R = G (Note Tv and Go serne units) 0 a = 0.0389 .11+ + 0.1214 Pa 1 = 6400 - 6II Pa Estimate volumetric strain in 15 cycles 12] (t' 064, Evo](15) - Y 20 Qttus (141604cs 8.5 1- 4.6 Volrunetrric strain in design earthquake 0.a5 1vo1 — Evol(15) 15, Nc = (M 4)2.17 Seismic settlement, s GIRT . s = 2 • 115,7.1' r17. Robertson, P.K. and Lisheng, S., 2010, "Estimation of seismic compression in dry soils using the CPT" FIFTH INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, San Diego, CA CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 30 Liquefaction Potential Index (LPI) calculation procedure Calculation of the Liquefaction Potential Index (LPI) is used to interpret the liquefaction assessment calculations in terms of severity over depth. The calculation procedure is based on the methology developed by Iwasaki (1982) and is adopted by AFPS. To estimate the severity of liquefaction extent at a given site,,LPI is calculated based on the following equation: ao LPI= (10=0,5z)xFLxdi, where: FL = 1 - F.S. when F.S. less than 1 FL = 0 when F.S. greater than 1 z depth of measurment in meters Values of LPI range between zero (0) when no test point is characterized as liquefiable and 100 when all points are characterized as susceptible to liquefaction. Iwasaki proposed four (4) discrete categories based on the numeric value of LPI: • LPI =0 • 0 < LPI <= 5 • 5 < LPI <= 15 • LPI > 15 : Liquefaction risk is very low : Liquefaction risk is low : Liquefaction risk is high : Liquefaction risk is very high Graphical presentation of the LPI calculation procedure CLiq v.1.7.6.49 - CPT Liquefaction Assessment Software 31 zColo - Chiller Upgrade Project Zayo Group, LLC zColo — Tukwila Facility 3311 South 120th Place Tukwila, WA 98168 King County November 4, 2016 STRUCTURAL CALCULATIONS bUo-03 RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED 517 2.Q City of Tukwila B ILDING DIVISION BURNS`MSDONNELL. URNSt#15.DONNELL. 030215 Form GCO-29 Client AttiQ: i aCoi0 Page Project C - LU - UPLaR4 Date la 110 Made By ' 1-4 a1ge-2— of Checked By Preliminary Tt�S .. t ►_�` - `1�1-tG.10 r t_PN,$ . �. (?) [ ?S -[`ti ?tee Cr1 C .. 4"-M=5. _ . �r�c. i�_ �. , oK= f t4.: e Pr _ PSS... .. �t�!+J�S ! (\'\-i oU �w .+ $)E 1 i n S O '4, .p. _Clflfltt frOIT lOg '-7-• -7.11-X,_.: w� , t .101&CI1 ..�' 4 Cm2 tiNs tE f�� fir � i:t_f' '77 e.,4. fvile; ;x.10, '` `_'''_ ----- Ti4, 4 ' "s Final -ryePr -e E6. to POP ecu ��.. Aft BURNS`MCDONNELL. 030215 Form GCO-29 Client ZA,'►'D / o10 Project CWILLEF (4?CoglrM Date 9ic4 Page 0(e'/2Z. Made By MWS (3WLDtklcb (04 FiDemh—nn of Checked By Preliminary Final • wt .:4 4 -TY . 14.-A(�a t�.41 t' '. 4 ti$ A54-jfNC."-oci! `off; 36we; S_ r -f= ;_ I /fTM S 4.2- ' CRE "NO rarcrr.l. Sr1DV11'� . c-,;2out•ro 5rr5F ►c: 5'Ds 0,906 • •I 5611., SITS ;CLASS: i A. lig?;._ I?kL14�11 (G 31 ?% C* .. C1 I %T� f� . _ �'. -'QF - .1 --- ti:�-` r --'./i 1311iT ._. pt'' RC2; ,t .�.s_..a _, :*_ ''a n, ec , _r t :Ff:_' 2.0.: ,_.! �'-- "'F"� /k1. . vc Tid.'f 0 �' h. 0:• -.Ts` I !o:01 ' \ 915 i 0,22 1 6/22/2016 Design Maps Summary Report IGS Design Maps Summary Report ti User -Specified Input Report Title Tukwila, WA Wed June 22, 2016 16:41:36 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.49503°N, 122.29057°W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category IV (e.g. essential facilities) , 7 t /o ��� ..�. . .430.6covAL , �1r�!l�IliE' f ,_, a'E i 9Edfs1G 94 I1bMTLIDKING if i*.; i ' RENTON 11 Issaquah l IRPoR% Buries. i _i ton T1tCOMAINTL i' AMPORT 1 Maple Valley i De. Moine ,r; i0. .SGS -Provided Output Ss = 1.513 g S1 = 0.568 g SMS = 1.362 g SM1 = 1.364 g SDS - Sol = 0.908 g 0.909 g For information on how the SS and Si. values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.10 1.40 1.00 1.26 - 0.50 1.12 0.BD 0.58 0.70 SI 0.84 0.60 0.70 115 0.50 0.56. 0.40 0.42 0.30 0.28 0.20 0.14 0.10 0.00 0.00 0.00 0.20 0.40 12.60 0.80 1.011 1.20 1.40 1.60 1.90 2.00 0.00 0.20 Period, T (sec) Design Response Spectrum 't -or PGA,, T„ CRs, and Cs, values, please view the detailed report. 0.40 0.60 0.20 1.00 1.20 1.40 Period. T (sec) 1.60 1.20 z.13.8 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA FOR KING COUNTY Ground snow load Wind speed (mph) Seismic design category Subject to damage from Winter design temp. Ice- shield required Flood hazards Air freezing index Mean annual . temp._ Weathering Frost line depth _ Termite _ Decay Varies1 85 D1 or D22 Moderate 12" < 1,000ft elev.3 Slight to Mod. Slight to250 Mod. 25 No Varies4 100 to 50 1. Snow Toads shall be determined in accordance with King County public rules. l4,+108 [15_ The minimum roof design snow load shall be 25 pounds per square feet. Y- 115 µ� 2. Seismic design category shall be D1 for areas of unincorporated King County to the east of the Snoqualmie River as it traverses from the King County -Snohomish 85MPH tS 13Ase> 0N1 '7 -os LYv/o4 County line to the city limits of Snoqualmie, east of the town of Snoqualmie, east of the Snoqualmie Parkway and the Echo Lake-Snoqualmie Cut-off SE as they run from the city limits of the town of Snoqualmie to State Highway 18 and to the south or east of State Highway 18. All other portions of unincorporated King County shall be seismic design category D2. 3. The frost line depth shall be considered to be 12 inches for sites up to an elevation of 1000 feet above sea level, 18 inches for sites greater than 1000 feet and up to an elevation of 2000 feet above sea level or 24 inches for sites greater than 2000 feet above sea level. Frost depth may be otherwise determined by specific site analysis, but shall not be less than 12 inches. 4. Flood hazard within King County varies. See the flood hazard code provisions of K.C.C. chapter 21A.24. (Ord. 15802 § 76, 2007: Ord. 14914 § 272, 2004). 16.05.050 Building Planning — Design criteria - Disaster repair standards. Section R309.3 of the International Residential Code is supplemented with the following: Disaster repair standards (IRC 309.3). Repairs for buildings damaged by disasters shall comply with Sections 3411.2 through 3411.7 of the International Building Code as amended by K.C.C. chapter 16.06. (Ord. 15802 § 77, 2007: Ord. 14914 § 273, 2004). 16.05.060 Garages and carports — Flood hazard areas. Section R309.3 of the International Residential Code is not adopted and the following is substituted: Flood hazard areas (IRC 309.3). Garage floors in buildings located in flood hazard areas shall comply with the flood hazard standards in K.C.C. chapter 21A.24. (Ord. 17837 § 52, 2014: Ord. 14914 § 274, 2004). 16.05.065 Building planning — Emergency escape and rescue openings — Emergency escape windows under decks and porches. Section R310.5 of the International Residential Code is not adopted and the following is substituted: Emergency escape windows under decks and porches (IRC R310.5) Emergency escape windows are allowed to be installed under decks, porches, roof overhangs, awnings, or similar projections provided the location allows the emergency escape window to be fully opened and provides a path not less than 36 inches (914mm) in height and not less than 36 inches (914 mm) in width with a maximum unobstructed travel length directly to a yard or court based on 3:1, length to height ratio or as approved by the building official. This distance shall be measured from the edge of the window or if served by a window well from the edge of that window well. EXCEPTION: When the vertical height is 6'8" (2,032 mm) or greater, the travel distance or length is unlimited. (Ord. 15802 § 78, 2007). KING COUNTY PUBLIC RULES DEPARTMENT OF DEVELOPMENT AND ENVIRONMENTAL SERVICES Structural Loading: Minimum Roof Snow Loads Page 2 Effective Date: October 22, 2001 Table 16-V (Unincorporated King County Ground Snow Loads) .the isoline values in the table shall be used. hmsi = Site elevation, feet above sea level. Ice A6oYE s Levia- The building official shall have the authority to establish alternate ground snow loads based on station data or site experience. B. Determining "Roof Snow Loads." Roof snow loads shall be calculated in accordance with one of the following: 1. SEAW, Snow Load Analysis for Washington, Second Edition, provided that the snow exposure factor, Ce, shall be determined from Table 16-W. 2. UBC 1997 Vol. II, Appendix Chapter 16 Division I, provided that the snow exposure factor, Ce, shall be determined from Table 16-W. 3. ASCE 7-98 Section 7. For buildings and other structures with a site elevation not greater than 1000 feet, it shall be permitted to determine the roof snow load (Pf) in accordance with the following formula: Pf = CeIPg (506-2) WHERE: Pg = Ground snow load in accordance with K.C.C. 16.04.506 paragraph A. I = Occupancy Importance Factor in accordance with Table 16-X. Ce = Snow Exposure Factor in accordance with Table 16-W. For all buildings and structures in King County, the roof snow load shall not be less. than 25 psf. C. Drift snow load and sliding snow load shall be considered for: 16-04-506 USE 171 2SFSF (ZM U!) KING COUNTY PUBLIC RULES DEPARTMENT OF DEVELOPMENT AND ENVIRONMENTAL SERVICES Chapter 16-04 Rules and Regulations of the Department of Development and Environmental Services Structural Loading: Minimum Roof Snow Loads Effective Date: October 22, 2001 Sections: 16-04-500 Purpose 16-04-503 Definitions 16-04-506 Application 16-04-509 Severability 16-04-500 Purpose. It is the purpose of this rule to implement the provisions of K.C.C. 16.04.05046 or its successor subsection by establishing the roof snow load criteria. The minimum roof snow load in King County is 25 psf as defined in K.C.C. 16.04.05046. 16-04-503 Definitions. A. Department. "Department" means the Department of Development and Environmental Services of King County. B. Roof Snow Load. "Roof Snow Load" means the weight of snow that is used for the design of a building or structure. C. Ground Snow Load. "Ground Snow Load" means the weight of snow on the ground. 16-04-506 Application. A. Ground Snow Load. The ground snow load, Pg, shall be determined in accordance with the following formula: Pg = Cghmsl (506-1) WHERE: Cg = Ground snow load coefficient determined by interpolating the isolines established in the "King County Ground Snow Load Map." For locations listed in 16-04-500 -- 16-04-506 KING COUNTY • PUBLIC RULES _DEPARTMENT OF DEVELOPMENT AND ENVIRONMENTAL SERVICES___„____ Structural Loading: Minimum Roof Snow Loads Page 3 Effective Date: October 22, 2001 1. Buildings andother structures in Occupancy Category 1 -Essential Facilities. See UBC 1997, Table 16-K. 2. Buildings in Occupancy Group A with an occupant load of 300 or more in one room. 3. Buildings and other structures with a site elevation greater than 1000 feet. 4. Buildings and other structures with an unusual roof configuration that may result in substantial snow drift loads. D. Roof snow loads shall be included in the seismic analysis as follows: 1. For roof snow loads not greater than 30 psf, the seismic gravity load, W, need not include the roof snow load. 2. For roof snow loads between 30 and 100 psf, the seismic gravity load, W, shall include not less than 25% of the roof snow load. 3. For roof snow loads greater than or equal to 100 psf, the seismic gravity load, W, shall include not less than 30% of the roof snow load. The building official shall have the authority to make final determination of snow loads by considering site location, roof configuration, and occupancy. TABLE 16-V:. (Unincorporated King County Ground Snow Loads LOCATION ISOLINE VALUE Auburn 0.05 Bellevue 0.05 Bothell 0.05 Black Diamond 0.05 Carnation 0.057 Duvall 0.056 Enumclaw 0.05 Fall City 0.073 Issaquah 0.054 Kent 0.05 Kirkland 0.05 Lester 0.072 16-04-506 KING COUNTY PUBLIC RULES DEPARTMENT OF DEVELOPMENT AND ENVIRONMENTAL SERVICES Structural Loading: Minimum Roof Snow Loads Effective Date: October 22, 2001 Page 4 North Bend Building located in generally open terrain 0.075 Palmer and with roof slopes of 3 units vertical in 0.063 Renton 12 units horizontal (25% slope) or greater. 0.05 Seattle All other structures. 0.05 Skykomish All others. 0.094 Snoqualamie Pass 0.144 Stevens Pass Ski Area 0.10 Vashon Island 0.05 TABLE 16-W: Snow Exposure Coefficient (Ce) 1. Building located in generally open terrain SNOW 1. and with roof slopes of 3 units vertical in 0.8 2. 12 units horizontal (25% slope) or greater. 1.15 2. All other structures. 1.0' TABLE 16-X: Values for Occupancy Importance Factor I Type of Occupancy I SNOW 1. Essential facilities. 1.15 2. Any building where the primary occupancy is for assembly use for more than 300 persons (in one room) . 1.15 3. Agricultural buildings, production greenhouses and other miscellaneous structures. 0.9 4. All others. 1.0 16-04-509 Severability. If a provision of the rules contained herein or its applicability to any person or circumstance is held invalid, the remainder of the provisions of these rules or the application of the provision to other persons or circumstances shall not be affected. 16-04-506 Information Tb _Build On Engineering • :Consulting • Testing GEOTECHNICAL ENGINEERING REPORT Zayo Group Chillers and Screen Wall 3311 S 120th Place Tukwila, Washington 98168 :PSI _PROJECT . NO -.07121398 September 23, 2016.' Prepared for: Zayo Group 6900 S Peoria Street Centennial, Colorado 80112 Prepared by: Professional. Service Industries, Fnc. 20508 - 56th Ave W, Suite A Lynnwood, WA 98036 irk ifaks irdhaPi Information To Build On Engineering • Consulting • Testing September 23, 2016 Zayo Group 6900 S Peoria Street Centennial, Colorado 80112 Attention: Eric Busby Phone: 720-627-7358 Email: eric.busbv@zavo.com Subject: Geotechnical Investigation Zayo Group Chillers and Screen Wall 3311 S 120th Place Tukwila, Washington 98168 PSI Report No. 07121433 Dear Mr. Busby Professional Service Industries, Inc. (PSI) is pleased to submit a report of our geotechnical investigation for the proposed Chiller replacement to be located at 3311 S 120th Place in Tukwilla, Washington. This report summarizes the work accomplished and provides our geotechnical recommendations and conclusions for support of the proposed improvements. Based on the results of our field investigation, laboratory testing and engineering analysis, the proposed site is suitable for the construction of the proposed improvements from a geotechnical standpoint, provided the recommendations of this report are followed. Recommendations regarding the geotechnical aspects of project design and construction are presented in the attached report. PS1 appreciates the opportunity to contribute our services and looks forward to working with you during design and construction of this project. Please contact the undersigned directly if you have questions pertaining to this project. Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Sunia Mololo, E.I.T. Staff Engineer sunio.mololo@psiusa.com Michael S. Place P.E. Principal Consultant michael.place @psiusa.com Professional Service Industries, Inc. 20508-56'h Ave W Suite A, Lynnwood, WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 7 Information lb Build On Engineering • Consulting • Testing Table of Contents 1. PROJECT DESCRIPTION 1 2. SITE DESCRIPTION 1 2.1. GENERAL 1 2.2. TOPOGRAPHY 1 2.3. GEOLOGY 1 2.4. SUBSURFACE CONDITIONS 1 2.5. GROUNDWATER 2 2.6. SEISMIC DESIGN VALUES 2 2.7. STATIC SETTLEMENT 4 3. CONCLUSIONS AND RECOMMENDATIONS 4 3.1. GENERAL 4 3.2. DRILLED PIER 4 3.2.1 SELECTION OF DRILLED PIER DESIGN PARAMETERS 5 3.2.2 CONVENTIONAL DRILLED PIERS 6 3.2.3 AUGER CAST -IN-PLACE PILES 7 3.3 DRIVEN PIPE PILES 8 3.4 LIQUEFACTION BELOW PIERS AND PILES 8 3.5 STRUCTURAL FILL 9 3.6 UTILITY TRENCH EXCAVATIONS AND BACKFILL 9 3.7 CORROSION POTENTIAL 10 4 DESIGN REVIEW AND CONSTRUCTION MONITORING 10 5 REPORT LIMITATIONS 11 REFERENCES 12 FIGURES FIGURE 1 - SITE VICINITY MAP FIGURE 2- SITE INVESTIGATION PLAN LIST OF APPENDICES APPENDIX A: FIELD EXPLORATION PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART HAND AUGER BORING LOG CPTu LOGS APPENDIX B: LABORATORY TESTING PROGRAM AND PROCEEDURES LABORATORY TEST RESULTS APPENDIX C: LIQUEFACTION ANALYSIS Professional Service Industries, Inc. 20508 -56th Ave W Suite A, Lynnwood, WA 98036, Phone (425) 409-2504 Fax (425) 582-8193 Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting •Testing September23, 2016 Page 1 of 12 • 1. PROJECT DESCRIPTION PSI understands the site improvements will consist of demolition of two existing chillers and replacement with two new Chillers along with expansion of the foundation 'pad to allow for the installation of future Chillers and a Screen wall to be built around the new foundation pad. Based on the provided SOW, which is undated, but sent to PSI on June 30, 2016 and conversations with you, PSI anticipated the chillers will have a weight of 40,000 pounds each and the new pad is to be approximately 46 feet by 45 feet. 2. SITE DESCRIPTION 2.1. General The proposed site is located at 3311 S 120th Place in Tukwila, Washington. Based on readily available aerial images and observations made during our site exploration, the site is immediately south of an existing warehouse building. The work area appears to be mostly in paved parking area with some sidewalk and small landscaping areas. 2.2. Topography Our review of available topographic information, on Google Earth, indicates that the proposed site is relatively flat, near an elevation of approximately EL 15 feet above mean sea level. 2.3. Geology Based on a review of the geology of the region utilizing the Washington Department of Natural Recourses Interactive Geologic Map (Reference 1), PSI observed that this area is mapped as Quaternary Alluvium deposits (Qat). Alluvial deposits in this area generally consist of layers of fine to medium sand or silt deposited by moving water. 2.4. Subsurface conditions Subsurface materials and conditions were investigated, with one hand auger borings, designated HAB-1; 4 Cone Penetrometer Tests (CPTu), with one CPTu being completed with seismic shear wave velocities being obtained every 2 meters, designated CPT -1 through CPT -4, on September 6, 2016. The investigation was previously attempted on August 12, 2016, but was rescheduled pending permission from the building owner. A sample of the underlying soil was collected via hand auger from a location within the proposed work area at approximately 5 feet. The CPTu's were pushed to depths ranging from approximately 40 to 57 feet below existing ground surface (bgs). The approximate locations of the hand auger and the CPTu's are shown on Figure 2. In general, the soils around the proposed building areas were alluvial deposits consisting of loose sands, organic material, and very soft to stiff silts within the upper 15 to 17 feet. The organics materials that were observed in the CPT logs, was noted in previous exploration log by Earth Solutions NW to be peat (these boring logs were provided by Zayo Group). These inferred peat soils were noted in the CPT logs between approximately 6 to 11 feet in all four borings. Below 15 to 17 feet the soils consist of dense sands to an approximate depth of 26 to 28 feet, with very soft fine grained soils to a depth of approximately 40 feet followed by dense sands. A description of our field Zayo Chillers 3311 S 120t Place, Tukwila, WA PS! Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 2 of 12 investigation along with the CPT data are available in. Appendix A. A description of the laboratory testing program along with sample test results are available in Appendix B. 2.5. Groundwater The CPT subcontractor performed a pore pressure dissipation test in the subsurface soil near a depth of approximately 19 feet. Based on the results of that testing PSI calculates the site groundwater to be at an elevation of approximately 6'/ feet below existing ground surface. Actual observed groundwater levels may vary during construction due to seasonal fluctuates or in response to significant precipitation events. 2.6. Seismic Design Values The nearest mapped fault zone to the site is the southernmost. fault within the Seattle Fault Zone approximately 1.7 miles north of the site. This fault is mapped as southern dipping thrust fault, that is less than 15,000 years of age, that trends east to west, with a slip rate on the order of Tess than 0.2 to 1 millimeters per year (Reference 2). As part of the procedure to evaluate seismic forces, the 2012 IBC requires the evaluation of the Seismic Site Class, which categorizes. the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To help define the Site Class for this project PSI utilized shear wave velocities obtained from the Seismic Cone Penetrometer Tests for the upper 60 feet of the site. Based on the obtained shear wave velocities of the site the seismic site class classifies as a site class "D" soil, however since more than 10 feet of potentially liquefiable soils are present the site classifies as a Site Class "F" as defined in Table 20.3-1 of ASCE 07-10. However, the exception in Section 20.3.1 of ASCE 07-10 permits the Site Class to be determined in accordance with Section 20.3 and the corresponding values of Fa and Fv determined from Tables 11.4-1 and 11.4-2., Based on this exception, Site Class E seismic design coefficients can be used and are providedThe associated USGS-NEHRP (2009) probabilistic ground acceleration values and site coefficients for the general site area were obtained from the USGS geo-hazards web page (Reference 3). The calculated seismic design Parameters for an earthquake with a risk targeted 2 percent probability of exceedance in 50 years are presented in Table 1 below: Table 1: Ground Motion Values* Period Mapped MCE Spectral Site Adjusted MCE Spectral Design Spectral (sec) Response Acceleration Coefficients Response Acceleration Response Acceleration (9) (9) (9) 0.2 %S5 1.513 Fa 0.900 SMs 1.362 L SDs 0.908 1.0 .—S1 0.568 F„ 2.400 SMI 1.363 , SDi 0.909 Risk Targeted 2% Probability of exceedance in 50 years for Latitude 47.49458 and Longitude -122.29063 MCE = Maximum Considered Earthquake Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting •testing September23, 2016 Page 3 of 12 If the Site Class, as determined from the intended building use and the IBC, is interpreted to be C, D, E or F, the code requires an assessment of slope stability, liquefaction potential, and surface rupture due to faulting or lateral spreading. The following table presents a qualitative assessment of these issues considering the site class, the subsurface soil properties, the groundwater elevation, and probabilistic ground motions: Table 2: Qualitative Seismic Site Assessments Liquefaction High Our liquefaction analysis shows a high probability of seismic induced liquefaction occurring on this site. Slope Stability Low The site is relatively flat with no observed steep slopes in close proximity to the site. Surface Rupture Low No known active faults underlie the site. 2.7.2. Liquefaction Potential In general, liquefaction is a condition where soils lose intergranular strength due to abrupt increases in pore water pressure. Pore water pressure increases typically occur during dynamic loading such as ground shaking during a seismic event. Liquefaction, should it occur on a site, can induce ground settlement and lateral spreading, which can result in damage to the structures. For liquefaction to occur, the following conditions must be present: • The soil sediments must be in saturated or near -saturated conditions. At least 80-85 percent saturation is generally considered necessary for the liquefaction to occur. • The soil must be predominately composed of non -plastic material such as sand or silt. • The soil must be in a relatively loose state. • The soil must be subjected to dynamic loading, such as an earthquake. Based on the subsurface conditions encountered at the site, the potential for liquefaction is considered to be high at the site during a seismic event due to very shallow groundwater and loose sands with low fines content. The site is mapped as having a high liquefaction potential, based on the Washington State Department of Natural Resources Interactive Maps of the area (Reference 1). More information of liquefaction potential and settlement for the site is discussed in section 3.6 of this report. The estimated liquefaction settlement analysis has been performed based on worst-case scenarios with conservative modeling equations and parameters. PSI performed liquefaction analysis utilizing the software, CLIQ (Version 1.7.6.49). Results of our studies indicate that the soils from approximately 10 to 50 feet below ground surface would liquefy under a strong earthquake of magnitude 7.0 at a maximum considered earthquake acceleration of 0.57g, based on data obtained from the USGS 2008 interactive Zayo Chillers 33115 1'20th Place, Tukwila, WA P51 Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September23, 2016 Page 4 of 12 Deaggregations tool (Reference 4). This is illustrated in the liquefaction analysis summary in the Appendix C. Based on our analysis of the soils encountered during our investigation, the ,soils encountered are susceptible to liquefaction, with a potential for liquefaction -induced settlement on the order of approximately 2 to 2'/2 inches during a major seismic event with the majority of the liquefaction occurring between 10 and 20 feet bgs. Base on the data from the three CPT locations PSI anticipates differential liquefaction settlements to be on the order of approximately 1 to 1'/ inches over a 100 -foot span along the surface of the site. 2.7. Static Settlement Organic soils were noted in the CPT Togs and based on boring logs provided from a previous investigation of this site these soil are anticipated to be peat. Peat is a material composed of large amount of organic materials that is highly compressible. No samples of the peat were obtained due to the methods of exploration performed, and because the site was predetermined to require piling for the new foundations, an estimate of settlement within the unit resultant from surface loading is not available. Since piles are to be used in the design near surface settlements are not pertinent to this project. Anticipated settlements below piles is discussed later in this report. 3: CCNCLDSIONS ASID RECOMMENDATIONS' 3.1. General Subsurface explorations for this investigation indicate the presence of potentially liquefiable soil across the site. The groundwater table is located at a depth of at least 61/2 feet and the liquefaction that may occur resulting from the design earthquake is anticipated to result in 1 to 11/2 inches of differential settlement across a 100 -foot span. We further observed that the site is underlain by peat soils within the upper 11 feet which may cause significant static settlements if shallow foundations are utilized. We understand that the existing building and chiller pad areas are supported by piers and, as a result PSI recommends that the new chiller pads also—be supported by piers or piles. 3.2. Drilled Pier Drilled piers should consist of an augered shaft having typical diameters of approximately 12 to 24 inches in diameter. They are drilled to a design depth and filled with reinforced concrete. The axial load carrying capacity of a drilled pier can be computed using the static method of analysis. According to this method, axial capacity, Q, at a given penetration is taken as the sum of the skin friction on the side of the shaft, Qs, and the end or point bearing at the shaft tip, QP, so that: Q=Qs+QP=f +gPAP Where As and Ap represent, respectively, the embedded surface area and the end area of the shaft; fs and qp represent, respectively, the unit skin friction and the unit end or point bearing. Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting W Testing September 23, 2016 Page S of 12 Drilled pier foundations may be used to support the proposed dead-end structures and auto -transformer. PSI anticipates that the computer program L -PILE by Ensoft, Inc. may be used to estimate the lateral deflection of drilled pier foundations. Based on the subsurface conditions encountered during our field exploration, the soil parameters and pile capacities at this project site are presented on the Boring Log for G-01. It should be noted that the strength information on G-01 was obtained from the CPT analysis. The drilled pier design parameters on G-01 have been compiled to aid in evaluating the vertical and lateral capacity of drilled pier foundations. The L -Pile design soil type is provided for each soil layer and is summarized at the bottom of the boring log for G-01. PSI recommends neglecting side resistance from the upper 2 feet of material overlying the site. • 1..2.'1 Setection of Drilled Pier Design-Para�iieters Design parameters related to drilled pier foundations have been prepared based on the field explorations, further observation of the selected bulk samples in the laboratory, published references, and engineering judgment. In general, the design parameters were developed from the establishment of the density, friction angle, and cohesion for each material type. These three physical parameters were estimated utilizing the software, CPeT-IT (Version 1.7.6.42). Therefore, these three physical parameters were established first and the design parameters were developed secondary to these. The following paragraphs summarize the development and recommended use of the physical and design parameters. End -Bearing Capacity and Skin Friction: The bearing capacity values should be used in consideration with the thickness of the bearing materials. There should be at least 3 diameters of the same bearing soil under the end of the drilled pier to use the design values given in this report. Where the bearing values within 3 diameters below the pier are Tess than what is immediately below the pier, a weighted average of the bearing capacities should be used. Where the values increase, it is recommended that the lower bearing capacity be used. Based on the subsurface conditions encountered during our field exploration, PSI has provided estimates Of the subsurface soil parameters required for design in Table 3, below. Table 3: Soil Parameter Data Soil Type Depth (feet) 11..,- ;;,1' t: ar n: CALimAr o 1 Unit Skin Friction (psf) Friction Angle (Degrees) Cohesion (pcf) Total Unit Weight (psf) Active Earth Pressure (Ka) Passive Earth Pressure (Kp) Sand 0-6 - 1500 35 0 125 0.2444 3.690 Peat 6-11 - - NA 0 85 - - Clay 11-17 1,500 100 0 500 105 - - Sand 17-26 20,000 1500 35 0 120 0.2444 3.690 Clay 26-40 2,500 50 0 800 95 - - Sand 40-57 30,000 1500 40 0 125 0.1998 4.600 Notes: Unit End Bearing capacities include a factor of safety of 3. Unit Skin Friction values include a factor of safety of 2. Zayo Chillers 3311S 120th Place, Tukwila, WA PSI Project No.07121433 Unit parameters are based on data obtained from CPT explorations. Professional Service Industries, Inc. Engineering • Consulting • Testing September23, 2016 Page 6 of 12 PSI recommends neglecting side resistance from the upper- 2 -feet of material overlying- the site. Calculations should be performed using the above referenced soil parameters. Recommended calculation methods for skin friction and end -bearing forces are shown in Table 4, below. Lj A4031e1C 7 Lateral Earth`Ptessu"res: The lateral earth pressures have been derived from the Rankine solution for active and passive earth pressures. The following gives the Rankine expressions for both the active and passive earth components: KA=Tan2(45—_J K =Tan2l 45+J 2 In both of these cases the friction angle (o), is.theterm generated as described above. 3.2.2 Conventional 'Dolled Pies PSI recommends that the drilling contractor review the field exploration logs of this report before starting excavations for the drilled piers. PSI did not encounter groundwater; however, the Contractor should confirm these conditions. The groundwater table at the site should is very shallow, approximately 6'4 feet bgs, precautions should be taken when installing drilled piers. Where groundwater or sloughing soils are encountered, it should be expected that the advancement of casing and placement of concrete will be more difficult and special measures will be required. A representative of the Geotechnical Engineer should be on site to observe and document the installation of the deep foundation system. When the drilling processes are completed for the pier, the reinforcing steel and the concrete should be placed immediately after the final cleanout pass is conducted on the base. The tremie method of concrete placement should be adopted when placing concrete below the groundwater table to prevent segregation of the concrete materials. If concrete is placed by the free -fall method into a dry excavation, it should be placed to avoid contact with the excavation sidewalls to prevent segregation. During simultaneous concrete placement and casing removal operations, sufficient concrete should be maintained inside the casing to offset the hydrostatic head of the ground water outside the casing and minimize theintrusion of soil into the concrete. Concrete placed in the pier excavations should have a slump in the range of 7 to 9 -inch to reduce the potential for the formation of voids as the temporary pier casing is extracted. The concrete mix should be designed to attain the required 28 -day design strength when placed at this slump. PSI should be retained to observe and document the drilled pier construction and to evaluate whether the subsurface and pier bearing conditions are as anticipated in this report. The contractor should submit their procedures for drilled pier installation to the Geotechnical Engineer for approval prior to the start of the drilled pier construction. Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI,Project No.07121433 Professional Service Indust ries, Inc. • Engineering • Consulting • Testing September23, 2016 Page 7 of 12 3.2.3 Auger Cast -in-place Piles As an alternate solution to conventional drilled pier, auger cast -in-place (ACIP) piles could be used to support the proposed silos and control building. SCIP piles have the advantage of allowing for installation of piles below the groundwater table without the need for casing the holes or adding slurry to the holes. ACIP piles represent a specialized foundation system and require a high level of expertise for proper installation. Consequently, we recommend that only qualified contractors experienced in the installation of this type of foundation and subsurface conditions be considered for this project. Prior to production pile installation, at least two indicator piles should be installed at the site to evaluate the capacity of the drill rig to drill and satisfactorily construct piles to design depths, and to characterize the variability of subsurface conditions. At least one pile should be tested for compressive capacity in accordance with the ASTM D1143 Test Method. Due to the potential for ground .disturbance during the course of pile installation, it is recommended that adjacent auger cast piles not be drilled and grouted within a -period of eight to twelve hours to allow the grout to set and gain strength. A properly functioning pressure gauge and pump stroke counter should be provided on the grout pump to assist in monitoring auger -cast -in-place pile installation. The pump should be calibrated prior to its use. The pressure gauge is used to monitor the pressure of the grout to evaluate the rate at which the auger should be withdrawn and if the auger or hoses are plugged with grout. The auger should be withdrawn with slow positive rotation at a slow steady pull and should not be pulled until the grout has been pumped several feet above the downhole tip.. A center vertical reinforcing bar is typically extended the entire length of the auger cast shaft to verify that the hole has not caved. A sufficient head of grout should be maintained in the auger system at all times during grouting. A quantity of grout equivalent to five feet of pile volume or more should be pumped prior to initiating the auger withdrawal. The volume of concrete grout placed per every 5 -foot length of the pile should not be less than 1.15 times the calculated theoretical volume for every 5 -foot length of pile. Non -shrink grout should be fluid, with appropriate design mix and additives and should be placed at appropriate temperature and age to ensure it can be pumped successfully while achieving the appropriate design compressive strength. Pile installation should be monitored on a full-time basis by the Geotechnical Engineer to monitor the progress of drilling, the overall depth of penetration, and grout takes and pressures. For the ACIP pile option, grout samples should also be cast on a regular basis to evaluate the strength of the grout mix. 3:2:3ddifiona Drilled Pier/Pileommendations Drilled piers should be installed at least 5 feet into the bearing sand which were observed in each of ou CPT explorations at approximately 17 feet-bgs. -PS1 recommends that no pile/pier extend past 24 feet bgs, -since much -softer- soils -were observed below depths of 26 feet, unless the piers are to be drilled 5 feet into - the deeper-dense--sands-which were observed at approximately 40 feet bgs , This reconmmenoation is based on the observed subsurface soil conditions and PSI's beliefthat the proposed piers/piles will be end bearing. if the pile/piers are installed in accordance with these recommendations, we estimate that they Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September23, 2016 Page 8 of 12 will experience less than 1 inch of total static settlement at each pier location and less than 1/2 inch of differential settlement between piers within 40 feet of each other. 3.3 riven Pipe Piles Pipe piles are small -diameter steel pipe piles driven by heavy pneumatic or hydraulic hammers. Typically, concrete caps or grade beams are placed on top of the newly installed pipe piles to support the structure. A structural engineer should design the pile foundation, grade beam, and slab system. We recommend using 4 -inch -diameter galvanized steel piles that are driven to refusal or an embedment of a minimum of 5 feet into dense to native sands using a heavy pneumatic or hydraulic hammer. Pipe piles installed in accordance with our recommendations should provide adequate capacities to support the proposed chiller pads and the surrounding screen walls. We estimate that the piles will experience less than 1 inch of immediate, post -construction settlement within the area of the structures supported on pipe piles, with less than % inch of differential settlement between piles with a lateral surface distance of 40 feet of each other. If needed limited lateral resistance to seismic forces couldbe achieved by driving battered piles. 4 -inch -diameter, Schedule 40, steel pipe piles should be driven to refusal using a Teledyne TB325 hammer (or equal) with refusal criterial of 4 seconds per inch, or to a maximum depth of 25 feet. If piles extend deeper than 25 feet, the piles will encroach upon the soft sediments from 26 to 40 feet in depth and will likely need to be extended passed 40 feet to refusal. Piles . installed in accordance with the recommendations stated above are calculated to provide an allowable capacity of 16 kips per pile and an uplift capacity of 0.4 kips provided pile sections are not spliced together (e.g., one continuous pipe section is driven to refusal). Pile calculations were made using CPeT- IT v1.7.6.42, using a factor of safety of 3.0 for end bearing capacity and 2.0 for skin friction. Different hammer sizes/types may have different driving characteristics and refusal criteria. If an alternate hammer is used, PSI should be notified prior to pile driving activities. We estimate that the specified refusal criteria will be reached at a depth of approximately 22 to 25 feet bgs. Actual pile depths may vary depending upon subsurface topography and the density of the native soil. Full time observation of the pile installation, by a person with knowledge of the geotechnical aspects of the project, is recommended to determine if bearing soil and proper embedment depths have been reached. PSI recommends that a load test be performed on a sacrificial pile prior to beginning the pipe pile installation to more accurately determine the capacity of the installed piles. The pile for the load test may be installed outside the proposed site improvements, but should be close enough to avoid the likelihood of encountering different soil conditions than observed in our explorations. 3.4 Liquefaction Below Piers and Piles PSI has recommended the piles or piers extend into the subsurface a distance of 22 to 25 feet based on the data obtained during out investigation. While 2 to 2% inches of liquefaction induced settlement is Zayo Chillers 3311 S 120th Place, Tukwila, WA PSI Project No.07121433 ` 1. Professional Service Industries, Inc. Engineering • Consulting :Testing September 23, 2016 Page 9 of 12 A anticipate from the surface, below a depth of 22 feet liquefaction induced settlement are calculated to be less than elow this depth, with anticipated differential settlement at the surface of less than % inch over a 40 foot span. 3.5 Structural Fill Mal placed benealb building, sideviiatk, and pavement areas should be installed- as compacted structural fill. The onsite soils are suitable for use as structural fill, provided they can be suitably moisture conditioned to meet the required compaction results.. We recommend that imported structural fill should consist of pit - run or quarry -run rock, crushed rock, crushed gravel, or sand. It should be fairly well -graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum un -compacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D1557. The condition of the subgrade should be evaluated by a PSI representative before fill placement or construction begins. Fill compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. 3.6 Utility Trench Excavations and Backfill Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface sand soils at the site will need to be sloped or shored from the ground surface due to the potential for caving. Actual inclinations will ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring as required to protect personnel and adjacent improvements. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. The soils PSI encountered near the site surface should be classified as Type C soil according to the most recent OSHA regulations. In our opinion, excavations should be safely sloped or shored. The contractor should be aware that excavation and shoring should conform to the requirements specified in the applicable local, state, and federal safety regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926,.or successor regulations. We understand that such regulations are being strictly enforced, and if not followed, the contractor may be liable for substantial penalties. Excavation and construction operations may expose the on-site soils to inclement weather conditions. The stability of exposed soils may deteriorate due to a change in moisture content or the action of heavy or repeated construction traffic. Accordingly, foundation and pavement area excavations should be protected from the elements and from the action of repetitive or heavy construction loadings. Utilities trenches within the building, pavement, and sidewalk areas should be backfilled with granular structural fill such as the onsite soil that can be properly compacted, or imported sand, sand and gravel, fragmental rock, or recycled concrete of up to 2 inches' maximum particle size with less than 5 percent Zayo Chillers 331151'20x' Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Page 10 of 12 passing the No. 200 sieve (washed analysis). Granular backfill should be placed in lifts and compacted to 95 percent of the maximum dry density as determined by ASTM D 1557. 3.7 Corrosion Potential At the request of the Zayo Group, PSI performed corrosion series testing on a sample collected from the subsurface soil. This sample was taken from the maximum depth of the hand auger boring, 5 feet, since CPT's do not allow for subsurface soil sampling. Test results are shown in Table 4 below and laboratory supplied data included in Appendix B. Figure 4: Corrosion Series Testin Chloride Sulfate Redox pH Sulfide Resistivity 2.73 mg/kg 15.2 mg/kg 97.3 mV 7.11 ND 8,300 cm -Ohms ores: mgikg = milligrams per Kilogram ND = Less than detectable limits mV = millivolts The corrosive testing on a representative sample of the site soils indicates that the soils possess a negligible, sulfate and sulfide exposure. Based on this result, it is our opinion that special sulfate -resistant concrete mix designs are no warran a ;Additional testing should be performed during site grading to assess the sulfate content of the as -graded soils. Corrosivity testing was also performed to determine whether the on-site soils have the potential to attack ( subsurface utility pipes and piles. Based on the negligible chloride test results and a tested resistivity of 8,300 ohm -cm for the near surface soils indicate that they can be characterized as having a moderate degree of corrosivity to normal grade steel. PSI does not practice in the field of corrosion engineering. We suggest that a qualified corrosion engineer be consulted to determine if special corrosion protection is warranted. Testing for corrosivity of any fill soils should be conducted after site grading. 4 DESIGN REVIEW AND CONSTRUCTION MONITORING We welcome the opportunity to review and discuss construction plans and specifications as they are being developed. We are of the opinion that to observe compliance with the design concepts, specifications, and recommendations, construction operations dealing with earthwork and foundations should be observed by a qualified geotechnical engineer. We would be pleased to provide these services to you. Zayo Chillers 33115120th Place, Tukwila, WA PSI Project No.07121433 Professional Service Industries, Inc. Engineering • Consulting •'Testing September23, 2016 Page 11 of 12 5 REPORT LIMITATIONS The recommendations submitted in this report are based on the subsurface information obtained by PSI and design details furnished by representatives of the client, Zayo Group, for the proposed improvements at 3311 S 120th Place in Tukwila, Washington. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are more complete, PSI should be retained and provided the opportunity to review the final design plans and specifications to verify that our engineering recommendations have been properly incorporated into the design. Zayo Chiffers Professional Service Industries, Inc. 3311 5 120th Place, Tukwila, WA Engineering • Consulting • Testing PSI Project No.07121433 September 23, 2016 Page 12 of 12 REFERENCES Reference 1: Washington Department of Natural Recourses Interactive Geologic Map: http://www.dnr.wa.gov/researchscience/topics/geosciencesdata/paqes/geology portal.aspx Reference 2: U.S. Geological Survey, 2010, Quaternary fault and fold database for the United States, accessed November 10, 2010, from USGS web site: http://earthquake.usgs.gov/hazards/qfaults/. Reference 3: USGS Seismic Design Maps. http://earthquake.usgs.qov/designmaps/us/application.php Reference 4: USGS 2008 Interactive Deaggregations: http://geohazards.usgs.gov/deaggint/2008/ Zayo Chillers 33115120` Place, Tukwila, WA PSI Project No.07121433 FIGURES VICINITY MAP SITE EXPLORATION LOCATION MAP Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 Zayo Chillers 3311.S 1200 Place, Tukwila, WA P5! Project No.07121433 APPENDIX A FIELD EXPLORATION PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART HAND AUGER BORING LOG CPTu LOGS Professional Service Industries, Inc. Engineering • Consulting • Testing September 23, 2016 p1� A SAMPLE IDENTIFICATION GENERAL NOTES The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a #200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. DRILLING AND SAMPLING SYMBOLS SFA: HSA: M.R.: R.C.: H.A.: P.A.. Solid Flight Auger - typically 4" diameter flights, SS: except where noted. Hollow Stem Auger - typically 3'/4' or 4% I.D. ST: openings, except where noted. BS: Mud Rotary - Uses a rotary head with Bentonite PM: or Polymer Slurry CPT -U: Diamond Bit Core Sampler Hand Auger Power Auger - Handheld motorized auger Split -Spoon - 1 3/8" I.D., 2" O.D., except where noted. Shelby Tube - 3" O.D., except where noted. Bulk Sample Pressuremeter Cone Penetrometer Testing with Pore -Pressure Readings SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch O.D. Split -Spoon. N60: A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Q": Unconfined compressive strength, TSF QP: Pocket penetrometer value, unconfined compressive strength, TSF w%: Moisture/water content, % LL: Liquid Limit, % PL: Plastic Limit, % PI: Plasticity Index = (LL -PL),% DD: Dry unit weight, pcf v,/ Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense N - Blows/foot 0-4 4-10 10-30 30 - 50 50 - 80 80+ GRAIN -SIZE TERMINOLOGY Component Boulders: Cobbles: Coarse -Grained Gravel: Fine -Grained Gravel: Coarse -Grained Sand: Medium -Grained Sand: Fine -Grained Sand: Silt: Clay: Size Range Over 300 mm (>12 in.) 75 mm to 300 mm (3 in. to 12 in.) 19 mm to 75 mm (3/4 in. to 3 in.) 4.75 mm to 19 mm (No.4 to 3/ in.) 2 mm to 4.75 mm (No.10 to No.4) 0.42 mm to 2 mm (No.40 to No.10) 0.075 mm to 0.42 mm (No. 200 to No.40) 0.005 mm to 0.075 mm <0.005 mm Description Angular: Subangular: Subrounded: Rounded: Criteria Particles have sharp edges and relatively plane sides with unpolished surfaces Particles are similar to angular description, but have rounded edges Particles have nearly plane sides, but have well-rounded corners and edges Particles have smoothly curved sides and no edges PARTICLE SHAPE Description Criteria Flat: Particles with width/thickness ratio > 3 Elongated: Particles with length/width ratio > 3 Flat & Elongated: Particles meet criteria for both flat and elongated RELATIVE PROPORTIONS OF FINES Descriptive Term % Dry Weight Trace: < 5% With: 5% to 12% Modifier: >12% Page 1 of 2 GENERAL NOTES (Continued) CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION Q„ - TSF N - Blows/foot Consistency 0-0.25 0-2 Very Soft 0.25-0.50 2-4 Soft 0.50 - 1.00 4 - 8 Medium Stiff 1.00 - 2.00 8 - 15 ' Stiff 2.00 - 4.00 15 - 30 Very Stiff 4.00 - 8.00 30 - 50 Hard 8.00+ 50+ Very Hard Description Stratified: Laminated: Fissured: Slickensided: Description Criteria Dry: Absence of moisture dusty; -dry toihe touch Moist: Damp but no visible water Wet: Visible free water, usually soil is below water table RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term % Dry Weight Trace: < 15% With: 15% to 30% Modifier: >30% STRUCTURE DESCRIPTION Criteria Description Alternating layers of varying material or color with Blocky: layers at least 1/4 -inch (6 mm) thick Altemating layers of varying material or color with Lensed: layers less than 1/4 -inch (6 mm) thick Layer: Breaks along definite planes of fracture with little Seam: resistance to fracturing Fracture planes appear polished or glossy, Parting: sometimes striated SCALE OF RELATIVE ROCK HARDNESS Q� -TSF 2.5 - 10 10-50 50 - 250 250 - 525 525 - 1,050 1,050 - 2,600 >2,600 Voids Pit Vug Cavity Cave Consistency Extremely Soft Very Soft Soft Medium Hard Moderately Hard Hard Very Hard ROCK VOIDS Void Diameter <6 mm (<0.25 in) 6 mm to 50 mm (0.25 in to 2 in) 50 mm to 600 mm (2 in to 24 in) >600 mm (>24 in) ROCK QUALITY DESCRIPTION Rock Mass Description RQD Value Excellent 90 -100 Good Fair Poor Very Poor 75-90 50 - 75 25 -50 Less than 25 Criteria Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils Inclusion greater than 3 inches thick (75 mm) Inclusion 1/8 -inch to 3 inches (3 to 75 mm) thick extending through the sample Inclusion less than 1/8 -inch (3 mm) thick ROCK BEDDING THICKNESSES Description Criteria Very Thick Bedded Greater than 3 -foot (>1.0 m) Thick Bedded 1 -foot to 3 -foot (0.3 m to 1.0 m) Medium Bedded 4 -inch to 1 -foot (0.1 m to 0.3 m) Thin Bedded 11/4 -inch to 4 -inch (30 mm to 100 mm) Very Thin Bedded %2 -inch to 1% -inch (10 mm to 30 mm) Thickly Laminated 1/8 -inch to'/2-inch (3 mm to 10 mm) Thinly Laminated 1/8 -inch or less "paper thin" (<3 mm) GRAIN -SIZED TERMINOLOGY (Typically Sedimentary Rock) Component Size Range Very Coarse Grained Coarse Grained Medium Grained Fine Grained Very Fine Grained >4.76 mm 2.0 mm - 4.76 mm 0.42 mm - 2.0 mm 0.075 mm - 0.42 mm <0.075 mm DEGREE OF WEATHERING Slightly Weathered: Rock generally fresh, joints stained and discoloration extends into rock up to 25 mm (1 in), open joints may contain clay, core rings under hammer impact. Weathered: Rock mass is decomposed 50% or less, significant portions of the rock show discoloration and weathering effects, cores cannot be broken by hand or scraped by knife. Highly Weathered: Rock mass is more than 50% decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 SOIL CLASSIFICATION CHART NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS I GRAPH LETTER COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND • GRAVELLYa SOILS a MORE THAN 50/a OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS 1/..b•: ' le4., le b/ IA ..• • GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES (LITTLE OR NO FINES) 0-'_3.0-'( a (iyoa Qo ), 0,C11, DC 000000 • GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES ,;\ GRAVELS WITH FINES j o 111110 o' aa,D ••3�•O GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES . , (APPRECIABLE AMOUNT OF FINES)' + %��! �i1� ��'• �� �,� �� • GC CLAYEY GRAVELS, GRAVEL SAND CLAY MIXTURES SAND••••••• AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. •/��' 4 SIEVE CLEAN SANDS •••• •• ••••• •...• SW GRAVELLYY SANDS, WELL-GRADED OR NO FINES (LITTLE OR NO FINES) • • ..' : •'. •. ::.;:::.:.;:..:.; •;: SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITHSILTY FINES • SM SANDS, SAND - SILT MIXTURES (APPRECIABLE AMOUNT OF FINES) ... ' : `f :' • • SC CLAYEY SANDS, SAND - CLAY MIXTURES 1 FINE GRAINED SOILS • MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 j / CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS —— — — — OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS CLAYSAND MH INORGANIC SILTS, MICACEOUS-OR— DIATOMACEOUS FINE SAND OR SILTY SOILS LIQUID LIMITINORGANIC GREATER THAN 50 CH i CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS �� �` �� �` ��"� PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS pprit7 Hollingshead, Michael erom: Hollingshead, Michael Sent:: _ _ : Friday, October 28- 20.16 7:45 AM To: Bergsten, Joshua Subject: RE: Zayo Chiller Geotechnical Report, Tukwila, WA.pdf Josh, Anytime today would work great. My responses are in yellow below. I will also be updating the drawings so when you pass it along next week to Q4, you can pass along the latest drawing set. Thanks! Michael From: Bergsten, Joshua Sent: Friday, October 28, 2016 12:28 AM To: Hollingshead, Michael <mhollingshead@burnsmcd.com> Subject: RE: Zayo Chiller Geotechnical Report, Tukwila, WA.pdf _Hi Michael, Here are my assumptions: • 30 inch diameter shaft • 45 ft embedment depth below existing grade • 4000 psi concrete • Minimum 1% steel (you can increase this as needed) 1.12% • Loads as provided: 115k compression, 10k lateral, no uplift or moment • Partial head fixity (50%) — moment and shear are the max from the full range of head fixity for conservatism. • Max structural load on the shaft to be checked by you = 500 kips at "43 ft deep (dragload due to liquefaction plus structural deadload). Based on a quick calc I think you have plenty of structural capacity but if not let me know and we can discuss. This is okay. • I assumed the load is almost 100% DL and 0% LL. If that is different, please let me know so I can tweak things but it shouldn't affect my calcs too much unless you have over 50% LL which seems unlikely. 44k DL; 10k LL; 17k EQ for a total of —115k • This design attempts to account for liquefaction induced settlement. I discussed with Michael Place at PSI and he thought the settlement would not be enough to justify a dragload. But my references and experience say different, so I did a calculation for it myself. Michael thought that the rest of the plant might be on timber piles bearing in that upper sand but I don't think that is justification to not account for liquefaction for our design. If we need to discuss this at all, just let me know. Preliminary results: • Deflection = 0.04 inches • Rotation = 0.01 degrees • Max internal shear = 10 kip at bottom of cap/mat. (same under liquefaction) • Max internal moment = 57 ft -kip at bottom of cap/mat (if fixed —worst case moment) • Max internal moment under liquefaction = 103.4 ft -kip at 13 ft below bottom of cap/mat (free head), and 86.9 ft -kips (fixed) at bottom of cap/mat • Axial controlled design (settlement/liquefaction) For your drawings, delete the rock graphic and references to rock as that won't be encountered here, both on your detail drawing and your general notes section, and note an embedment of 45 ft minus whatever the distance from your final/existing grade to top of shaft is — I assumed 1.5 ft from your drawings, so 43.5 feet. We can use a tip elevation too if we know what the current elevation the borings were taken is. I got caught up in a mess later this afternoon after we talked, so will have to provide you the drilled shaft'specification later tomorrow (Friday) if that's ok. I'll get this put into Q4 for next week and let you know ETA when I get someone on board. Also, see answers in red below. Thanks, Josh Joshua Bergsten, PE, ENV SP \ Burns & McDonnell Senior Geotechnical Engineer 0 816-363-7272 \ F 816-333-3690 iberqsten c(�burnsmcd.com 9400 Ward Parkway \ Kansas City, MO 64114 i D E El Proud to be one of FORTUNE's 100 Best Companies to Work For Please consider the environment before printing this email: `Registered in: MO, IA, NV This email and any attachments are solely for the use of the addressed recipients and may contain privileged client communication or privileged work product. If you are not the intended recipient and receive this communication, please contact the sender by phone at 816-333-9400, and delete and purge this email from your email system and destroy any other electronic or printed copies. Thank you for your cooperation. From: Hollingshead, Michael Sent: Monday, October 24, 2016 5:08 PM To: Bergsten, Joshua <jbergsten@burnsmcd.com> Cc: Brettmann, Barie <bbrettmann@burnsmcd.com> Subject: RE: Zayo Chiller Geotechnical Report, Tukwila, WA.pdf Josh, My final slab design is nearly complete. I want to coordinate with you on a few items prior to Friday. 1) I have attached my previous email with prelim reactions and the revised layout. The refined reactions are much lower. They are as follows: a. ASD Vertical Reaction: 115k b. ASD Lateral Reaction: 10k (conservatively assume in each direction simultaneously) 2) In the third attachment you will find a few of my concerns with the location of drilled shafts: a. We are 4'-8" from CL of shaft to exiting outside face of wall. Any concerns unknown existing building foundation? With almost 3.5 ft of clearance edge to edge, I think we are probably ok unless you know the existing structure has a footing that sticks out that far? b. An underground electrical duct bank runs page N/S along our drilled shafts. It conflicts 1'-6" into the 3D zone. Can we just design those with a reduced capacity? The lateral loads are so low I'm not sure that 2' I'm worried about it. Are your shafts moving that direction at all? If the duct bank would be exposed during construction, we could apply a geofoam material to the side facing the shafts if we are worried about the ductbank itself. 3) The geotech report recommends that we drill "at least 5' into the bearing sand which were observed in each of our CPT explorations at approx.17 feet bgs."Looking at_Table 3 of the soils report the bearing; pressure reduces- _ significantly at 26 bgs. Any concerns with that? That seems odd in my opinion. Agreed. As discussed, we are bearing in the lower sands at 45 feet. I think that is prudent from both a settlement point with those soft clays at depth, and from a liquefaction settlement concern viewpoint. We can discuss more if necessary. 4) Can you markup S-001 note 5 and S-501 "Typical Drilled Shaft Detail" as you see fit? I have attached the latest here. Also spec section 3163 29. See above. My apologies for the spec — I'll send it as soon as I can._ Let me know when you get a second and we can sit down this week and talk through a few of these items. Thank you Josh! Michael Hollingshead, EIT, MBA \ Burns & McDonnell Structural Department \ Global Facilities o 816-844-4496 \ M 316-619-0608 \ F 816-822-3293 mhollingshead a(�burnsmcd.com \ burnsmcd.com/architecture 9400 Ward Parkway \ Kansas City, MO 64114 Proud to be one of FORTUNE's 100 Best Companies to Work For From: Hollingshead, Michael -"ent: Thursday, October 13, 2016 2:06 PM ,o: Bergsten, Joshua <jbergsten@burnsmcd.com>; Brettmann, Barie <bbrettmann@burnsmcd.com> Subject: RE: Zayo Chiller Geotechnical Report, Tukwila, WA.pdf Josh, Let me know what (if anything else) you need to complete your 30" drilled shaft design. The loads previously sent to you should still suffice for the new proposed layout. Barie, Just to update you, this design is starting back up. The pads have moved since we spoke last I believe. The landlord had some issues with the location of the previous layout in regards to the adjacent building line. We now have an existing electrical vault located in the middle of our new proposed layout. I am proposing to build the slab around the electrical vault and leaving a gap between the two structures. Thanks guys, Michael Hollingshead, EIT, MBA \ Burns & McDonnell Structural Department \ Global Facilities o 816-844-4496 \ M 316-619-0608 \ F 816-822-3293 mhollingshead(c�burnsmcd.com \ burnsmcd.com/architecture 9400 Ward Parkway \ Kansas City, MO 64114 0 0000 pier&;u4, Proud to be one of FORTUNEs 100 Best Companies to Work For From: Hendrix, Buddy Sent: Thursday, October 13, 2016 9:55 AM To: Hollingshead, Michael <mhollingshead@burnsmcd.com>; Bergsten, Joshua <jbergsten@burnsmcd.com> 3 Cc: Robinett, Allison <arobinett@burnsmcd.com> Subject: FW: Zayo Chiller Geotechnical Report, Tukwila, WA.pdf • Michael & Josh - Refer to the attached Geotechnical report from PSI dated 23`'d September 2016. Please let me know if this report provides you with the information/data to finalize the structural design for the Tukwila, WA Chiller Upgrade Project. Thank you, Buddy Buddy A. Hendrix, P.E * \ Burns & McDonnell Project Manager — Associate Mechanical Engineer \ Mission Critical o +1 816-823-7025 \ M +1 816-806-9743 bhendrix[a)_burnsmcd.com \ www.burnsmcd.com/missioncritical 9400 Ward Parkway \ Kansas City, MO 64114 Q",ice O ;v ,rpf��ie�� Proud to be one of FORTUNEs 100 Best Companies to Work For Please consider the environment before printing this email. *Registered in: AR, GA, MO, MT, OK, & OR This E-mail and any attachments may contain confidential information, client communication, privileged material, proprietary work product or other information protected from disclosure under applicable law. It is for the sole use of the intended recipient. Any review or distribution by others is strictly prohibited. If you are not the intended recipient please contact the sender by phone at 816-823-7025 and delete this email from your emr system, and any other electronic or printed copies. Thank you for your cooperation. From: Joe Tilson jmailto:joe.tilson@zayo.coml Sent: Friday, September 23, 2016 7:16 PM To: Hendrix, Buddy <bhendrix@burnsmcd.com> Cc: henry.pignataro@zayo.com; matt.overvold@zayo.com Subject: Zayo Chiller Geotechnical Report, Tukwila, WA.pdf Henry, Please see attached Geotechnical report. Thanks, zColo - Joe 4 MWH Project Title: Engineer: Project Descr: Project ID: Printed: 29 JUN 2016, 4:58PM Masonry Slender Wall Lic. # : KW -06003833 Description : Exterior CMU wall Code References File=116modldfs1CGentslGFSlZayoGroup191942TukwtlaChkRpllDesignlStnkMasonry wall.ec6 ENERCALC, INC.1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Licensee :.BURNS & MCDONNEL ENGINEERING CO INC: Calculations per ACI 530-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-10 General Information Construction Type : Grouted Hollow Concrete Masonry F'm Fy - Yield Fr - Rupture Em = fm * Max % of p bal. Grout Density Block Weight Wall Weight Wall is grouted at rebar cells only = 1.50 ksi = 60.0 ksi • 61.0 psi • 900.0 = 0.1088 • 140 pcf Normal Weight = 74.0 psf One -Story Wall Dimensions A Clear Height B Parapet height Wall Support Condition Top Free, Bottom -Ix Lateral Loads Calculations per ACI 530-05, IBC 2006, CBC 2007, ASCE 7-05 Nom. Wall Thickness Actual Thickness Rebar "d" distance Lower Level Rebar .. . Bar Size # 5 Bar Spacing 10 in Temp Diff across thickness 9.625 in Min Allow Out -of -plane Defl Ratio =- 6.50 6.50 in Minimum Vei o _ B 32.0 in 80 (25 1.5„ RoofAttadiment deg F 0 0.0020 A FloorAttadimertt Wind Loads : Full area WIND load DESIGN SUMMARY 29.0 psi', Seismic Loads : Wall Weight Seismic Load Input Method : ASCE seismic factors entered 0, cieBALS SDS Value per ASCE 12.11.1 SDS *1 = Fp= Wall Wt.* 0.5448 = 40.3 f Goveming Load Combination .. . 1.362 reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values... PASS Moment Capacity Check +1.382 D+0.50L+0.20S+E+1.60H PASS Service Deflection Check E Only PASS Axial Load Check +1.382 D+0.50 L+0.20S+E+ 1.60 H PASS Reinforcing Limit Check Maximum Bending Stress Ratio = Max Mu -2.466 k -ft Actual Defl. Ratio L/ Max. Deflection Max Pu / Ag Location Controlling As/bd Maximum Reactions .. Top Horizontal Base Horizontal Vertical Reaction 154 0.8555 in 15.347 psi 0.1833 ft 0.001490 0.7516 Phi * Mn Allowable Defl. Ratio Max. Allow. Defl. 0.2*fm As/bd 0.1088 rho bal . for Load Combination.... E Only +D+0.70E+H 3.281 k -ft 150 1.760 in 300.0 psi 0.1088 0.0 k 0.4435 k 0.8140 k MWH Masonry Slender Wall Lic. # : KW -06003833 Description : Exterior CMU wall Design Maximum Combinations - Moments Axial Load Pu 0.2*fm*b*t k k Load Combination Project Title: Engineer: Project Descr: Project ID! Printed: 29 JUN 2016, 4:58PM , File =llbmcdldfslaients\GFSlZayoGroup191942 TukwilaChlrRpllDesign\StrucMasonrywall.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURNS & MCDONNEL ENGINEERING CO INC Results reported for "Strip Width" = 12 in. 0.000 0.000 0.000 0.000 +1.20D+1.60Lr+0.50W+1.60H at 0.00 to 0.37 0.000 0.000 +1.20D+1.60S+0.50W+1.60H at 0.00 to 0.37 0.000 +1.20D+0.50Lr+0.50L+W+1.60H at 0.00, to. 0. 0.000 +1.20D+0.50L+0.50S+W+1.60H at 0.0010 0.3 0.000 +1.382D+0.50L+0.20S+E+1.60H at 0.00 to 0. 0.000 +0.90D+W+0.90H at 0.00 to 0.37 0.000 +0.7184D+E+0.90H at 0.00 to 0.37 0.000 Design Maximum Combinations - Deflections Axial Load Load Combination Pu k 0.000 0.000 0.000 0.000 21.240 0.000 21.240 21.240 21.240.. 21.240 21.240 21.240 Mcr k -ft 0.00 0.00 0.00 0.00 0.66 0.00 0.66 0.66 0.66=- 0.66 0.66 0.66 Mu k -ft 0.00 0.00 0.00 0.00 0.88 0.00 0.88 1.77 1.77 2.47 1.77 2.45 Moment Values Phi Phi Mn As As Ratio rho bal k -ft inA2 0.6 * 0.00 0.00 0.00 0.00 0.90 0.00 0.90 0.90 0.90 0.90 0.90 0.90 0.00 0.00 0.00 0.00 3.28 0.00 3.28 3.28 3.28 3.28 3.28 3.28 0.000 0.000 0.000 0.000 0.116 0.000 0.116 0.116 0,116 0.116 0.116 0.116 0.0000 0.0000 0.0000 0.0000 0.0015 0.0000 0.0015 0.0015 0.0015 0.0015 0.0015 0.0015 0.0000 0.0000 0.0000 0.0000 0.1088 0.0000 0.1088 0.1088 0.1088 0.1088 0.1088 0.1088 Results reported for "Strip Width" = 12 in. Moment Values Mcr Mactual k -ft k -ft I gross inA4 Stiffness I cracked inA4 Deflections I effective .I Deflection Defl. Ratio inA4 1 in +D+0.60W+H at 10.63 to 11.00 +D+0.70E+H at 10.63 to 11.00 +D+0.750Lr+0.750L+0.450W+H at 10.63 to 11 tD+0.750L+0:750S+0.450W+H at 10.63 to 11. +D+0.750L+0.750S+0.5250E+H at 10.63 to 11 +0.60D+0.60W+0.60H at 10.63 to 11.00 . +0.60D+0.70E+0.60H at 10.63 to 11.00 • W Only at 10.63 to 11.00 E Only at 10.63 to 11.00 Reactions - Vertical & Horizontal 0.000 0.00 0.000 0.00 0.000 0.00 0.000 0.00 0.000 0.00 0.000 0.00 0.027 0.66 0.028 0.66 0.027 0.66 0.027 0.66 0.028 0.66 0.016 0.66 0.017 0.66 0.000 0.00 0.000 0.00 0.000 0.00 0.000 0.00 0.001 0.66 0.003 0.66 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 620.40 620.40 620.40 620.40 620.40 620.40 620.40 0.00 0.00 0.00 0.00 620.40 620.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76.13 76.14 76.13 76.13 76.13 76,03 76.04 0.00 0.00 0.00 0.00 75.89 0.000 0.000 0.000 0.000 0.000 0.000 620.400 620.400. 620.400 620.400 620.400 620.400 620.400 0.000 0.000 0.000 0.000 620.400 0.000 0:000 0.0,00 0.000 • 0.000 ,.0.000 0.153 0.454 0.064 0.064 0.251 0.155 0.461 0.000 0.000 0.000 0.000 0.498 0.0 0.0 0.0 0.0 0.0 0.0 861.7 290.7 2,053.2 2,053.2 525.2 853.4 286.1 0.0 0.0 0.0 0.0 265.3 75.91 620.400 0.856 154.3 0.00 0.000 0.000 0.0 Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.2 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.814 k 0.814 k 0.814 k 0.814 k 0.814 k 0.814 k 0.814 k MWH Masonry Slender Wall Project Title: Engineer: Project Descr: Project ID: Printed: 29 JUN 2016, 4:58PM File = llbmcdldfs1ClierdslGFSVayoGroup191942_TukwilaChlrRplOesignlStruclmasonry wall.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Lic. # : KW -06003833 Licensee : BURNS & MCDONNEL ENGINEERING CO INC Description : Exterior CMU wall Reactions - Vertical & Horizontal Load Combination +D+0,70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Base Horizontal 0.3 k 0.1 k 0.1 k 0.2 k 0.2 k 0.3 k 0.0 k 0.0 k 0.0 k 0.0 k 0.3 k 0.4 k 0.0 k Results reported for "Strip Width" = 12 in. Top Horizontal Vertical @ Wall Base 0.00 k 0.814 k 0.00 k 0.814 k 0.00 k 0.814 k 0.00 k 0.814 k 0.00 k 0.488 k 0.00 k 0.488 k 0.00 k 0.814 k 0.00 k 0.000 k 0.00 k 0.000 k 0.00 k 0.000 k 0.00 k 0.000 k 0.00 k 0.000 k 0.00 k 0.000 k BURNS `MSDONNELL_ Client Zkfp Page of Made By Mw t Checked By 030215 Form GCO-29 Project (11912 - Date Aft (:g`1 P S(:v/4 6t, 4,otdV L2- • Preliminary Final TPB_ Wini.47- (61+ V-1") /2 /o,b7i (4.5 PL -o ;-c '-2. I isz C,5 ) WALL' �{sF �t .fs ` , (6-'3' _!,5°) 7_45 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3 SPe M - (lb -ft/S) (12)(12) (eq 6-6) (2)::Whenw:>-0_andP is not.eccenlric, the: maximum_ moment.occurs.at mid height -of the wall where x h/2 and equation 6-5 becomes: M - Swh2 (lb-ft/S) (eq 6-7) max (12)(8) (3) When w > 0, P is eccentric, and the moments due to "w" and "Pe" are additive; the location of the maximum moment can be determined by differentiating the moment equation with respect to x, setting the equation equal to zero, and then solving for x. By performing this operation on equation 6-3, the "x" location where the maximum moment occurs can be determined as follows— dMx whPe + - wx =0 Solving for x; . 2 12h h Pe X = 2 12wh (ft) (eq 6-8) It should be reiterated that this maximum moment condition will occur only when the moment due to the eccentricity of the axial loads and the moment due to the lateral load are additive. Substituting equation 6-8 into 6-2, the maximum moment, per length of wall equal to reinforcing bar spacing, 5, can be found as follows: ///777��� 2 Mmax - S`l a) (ft-lbs/S) (eq 6-9) Equations simila o 6-3 through 6-9 can be similarly derived for the case when the moment due to lateral loading and the moment due to eccentric axial loading are not additive. b. Axial compression equations. The axial stress at any height, h, in a wall is determined as follows: Where: w2 = The weight of the wall, psf. Ae = The effective area of the wall, int/ft. (1) When x = h (top of wall), there is no wall weight and equation 6-10 becomes: fa = A (psi) (2) Wheii x = 0 (bottom of wall) the entire wall weight is included and equation 6-1 P +w2h fa - A (psi) c.--_ Combined stresses: (1) In walls subject to combined axial compression and flexural stresses, the masonry in accordance with the interaction equations as follows— fa - P + w2(h- x) (psi) Ae fa+ fb Fa Fb fa M" OR + x1.00 Fa M (eq 6-10) (eq 6-11) 0 becomes: (eq 6-12) will be designed (eq 6-13) Since a 33% overstress is allowed when wind or seismic loads are considered, the allowable stresses and resisting moment in equation 6-13 may be increased by 33% or interaction equation 6-14 may be used. fa +--Lf.) OR -if +AS. < 1.33 Fa Fb Fa Mm (2) In walls subject to combined axial and flexural stress, the reinforcing steel will be designed using interaction equations as follows: M" - ;,a a Since a 33% overstress is allowed when wind or seismic loads are considered, the allowable stress and resisting moment in equation 6-15 may be increased by 33% or interaction equation 6-16 may be used. _ (eq 6-14) 1.00 (eq 6-15) MX M� fa a < 1.33 Fa (eq 6-16) 6-3 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3 Note that when the reinforcing steel is being checked, the minimum axial stress, -a, must be used. Note also that it is -conservative to not consider axial loading (fa = 0) when checking the reinforcing steel stress. d. Shear equations. The shear stress at the bottom of the wall is determined by the following equation: R b d (psi) (eq 6-17) Where: " bW = The width of the masonry element effective in resisting out -of -plane shear as given in chapter 5, inches. d = The depth of the masonry element effective in resisting shear, given "d1" for one reinforcing bar per cell and "d2" for two bars per cell in chapter 5. 6-5. P -delta effect. The "P -delta effect" is the increase in moment and deflection resulting from multiplying the mid -height defection of a wall (due to lateral and eccentric loadings as discussed above) by the summation of the axial load, P, at the top of the wall and the weight of the top half of the wall. When the height to nominal thickness ratio of the wall is less than 24, the "P -delta effect" is minor and may be neglected. For walls where the height to nominal thickness ratios is greater than 24, the mid -height deflection, As, will be computed as follows: When Maid < Mar; (5)(M d)(h2)(144) - As(48)(E�(Ig) (in) (eq 6-18) When Mar < Mmid < Mr; A = (5)(M�)(h2)(144) + (5)(Mmid - Mcr)(h2)(144) () (eq 6-19) s (48)(Em)(Ig) (48)(Em)(I,) h = The wall height, feet Maid = The moment at the mid -height of the panel, including the "P -Delta effect", inch -pounds. Em = The modulus of elasticity, psi = 1000fm Ig = The gross moment of inertia of the wall cross section, in4. Ia = The cracked moment of inertia of the wall cross section, in4 Mar = The cracking moment strength of the masonry wall, inch -pounds. Mrm = The allowable resisting moment of the masonry wall, inch -pounds. 6-6. Walls with openings: Walls at the edge of openings or between openings are required to resist additional tributary axial and lateral loads. The additional tributary axial loads are due to the weight of masonry above the opening and vertical loads applied to the tributary masonry above the opening. The additional tributary lateral loads are the lateral loads on non -masonry wall components (doors, windows, etc.) that are laterally supported by the adjacent masonry wall elements. The tributary load area width will be measured from the centerline of the openings. Masonry wall elements between and alongside openings that are subjected to combined loading will be designed in accordance with equations 6-13 through 6-16. Due allowance will be made for eccentricity. 6-7.. Design aids. Appendix B contains design aidsthat may be used in the design of reinforced masonry walls. Tables B-1 through B-14 provide the properties of wall stiffeners with varying reinforcement (size, spacing and number of bars per cell), varying wall thickness (6, 8, 10, and 12 inch nominal thickness) and two mortar types (S and N). Tables B-15 through B-50 provide reinforcing steel sizes and spacings for varying wall heights, lateral loads, wall thicknesses, axial loads (with and without eccentricity), using type S mortar. 6-8. Design examples. The following design examples illustrate the development and use of the design aids in Appendix B. a. Design example 1. This illustrative example considers only one combination of wind and eccentric axial loading. When performing a complete wall design, all appropriate load combinations must be considered. (1) Given— (a) 12 -inch CMU loadbearing wall (b) Wall height (h) = 24 ft (c) Lateral wind load (w) = 25 lb/ft' (d) Axial load (P) = 1500 lb/ft Where: 6-4 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3 (e) Eccentricity (e) = 0.5t, in (0 The moments due to lateral wind load and to axial eccentricity are additive. (g) : f'ID=.1,350.1b/in2 :_ _ (h) Fm = (0.33)fm = 4501b/int (i) Em = 1000fm = 1,350,000 lb/in2 (j) Fs= 24,000 lb/in2 (k) ES = 29,000,000 lb/in2 (Z) n _ Es _ 29,000,000 = 21.5 Em 1,350,000 (2) Problem— (a) Determine the reinforcing bar size and spacing required to resist the given loadings. (b) Compare the calculated resisting moment values with the values for resisting moments given in table B-4. (c) Compare the reinforcing results from the calculated solution with the direct solution given in table B-47. (3) Solution. Equations are from chapters 5 and 6. Flexural Check: (a) First determine the maximum applied moment that must be resisted by the wall. . Horizontal reaction at the bottom of the wall is Ra: R = Pe + wh a 12h 2 _ (1500 lb/ft)[(0.5)(11.625 in)] + (25 lb/ft2)(24 ft) (12 in/f1)(24 ft) 2 = 30.3 + 300.0 = 330.3 lb/ft of wall Location where maximum moment occurs is "x" distance from the bottom of the wall: Mx = Rx - wx a 2 = (330.3 lb)(x) - (25 lb/ft2)(x2) 2 Differentiating with respect to x; -Ra-wx=330.3 - 25x = 0 d Solving for x; 330.3 x = - 13.2 ft bottom of wall 25 Maximum moment in the wall is Mms. Mme= (330.31b)(13.2 ft) - (25 lb/ft2)(13.2ft)2 2 = 4360 - 2178 = 2182 ft-lb/foot of wall Assume the reinforcement spacing, S, is 24 inches and determine the design maximum moment, Design Mmaa, in the wall as follows: Design Ms. = (2182 ft-1bX24 in)/(12 in/ft) = 4364 ft-lb/S (b) Determine the resisting moments n the wall assuming 1-#6 @ 24 in. o.c. Assume the flexural compression area is rectangular and compare to the T -section design from table B-4. Masonry resisting moment is Mmi: Fmkjbd2 Where: "'• 2(12) p = As/bd1= (0.44 in2)/(24 in)(5.81 in) = 0.0032 np = (21.5)(0.0032) = 0.0688 k = [(np)2+ 2np] lA - np k = [(0.0688)2 + (2)(0.0688)]1/2 - 0.0688 = [0.00473 + 0.1376]'x= - 0.0688 = 0.308 j= 1 - k/3 = 1 -0.308/3=0.897 6-5 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3 kd = 0.308(5.81 in)= 1.79 in Note that kd is greater than the face shell thickness, therefore the actual design section would be a T -section. The following will show that the difference generated by assuming a rectangular section is negligible. - (450 lb/in2)(0.308)(0.897)(24)(5.81 in)2 2(12) = 4,196 ft-lb/S 4,147ft-lb/S (table B-4) Reinforcing steel resisting moment is Mme: FSAsjd Mrs 12 M _ (24,000 lb/in2)(0.44 in2)(0.897)(5.81) 12 Note that the difference between the T -section analysis moments from table B-4 and the computed rectangular section moments is negligible (approximately 1%). (c) To illustrate the derivation of the table values, a T -section analysis will be performed. np + 'A(ts/d)2 kr - np + (ts/d) _ (21.5 x 0.0032) + 1/2(1.5/5.81)2 (21.5 x 0.0032) + (1.5/5.81) = 0.312 6 - 6(ts/d) + 2(ts/d)2 + (ts/d)(1/2pn) jT 6 - 3(ts/d) 6 - [6(1.5/5.81)] + 2(1.5/5.81)2 jT 6 - 3(1.5/5.81) + (1.5/5.81)[1/2 x 0.0032 x 21.5) 6 - 3(1.5/5.81) = AFJTd MrsT 12 _ (0.44 in2)(24,000 lb/in2)(0.902)(5.81) 12' = 4611 ft -lbs 4603 ft -lbs (table B-4) 450[1 - 1.5/(2 x 0.312 x 5.81)](24)(1.5)(0.902)(5.81) MrsT 12 = 4147 ft -lbs 4147 ft -lbs (table B-4) Note that since wind loadings are a part of the loading combination, the resisting moments of the wall cross section may be increased by 33%. Thus, the design resisting moments for the masonry and the reinforcing steel, respectively are: M,mT = 1.33(4147 ft-lb/S) = 5,516 ft-lb/S MrsT = 1.33(4611 ft-lb/S) = 6,133 ft-lb/S Note: The masonry resisting moment controls the design: M„nT = 5,516 ft-lb/S > Mma, = 4,364 ft-lb/S ....O.K. Axial Load Check: For the 12 -inch CMU wall with reinforcing spaced at 24 inches o.c., the effective area in compression, Ae, is 68 int/ft and the weight of the wall, W2, is 102 lb/ft'. The axial compressive stress in the wall, fa, is determined as follows: P + (w2)(h - x) fa Ae f. _ (1500 lb) + (102 lb/ft2)(24 ft - 13.2 ft) _ 38.3 lb/int 68 int The allowable axial compressive stress in wall is Fa: - 0.902 6-6 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3 3 l Fa ..=.0.2fn, 1 - r 12h 1 40tH 3 Fa = (0.2X1350) 1 - { �4a � = 212.0 lb/in2 fa = 38.3 lb/in2< Fa = 212.0 lb/int ...O.K. Combined Load Check: Since the masonry resisting moment controls, only the masonry need be checked in the combined stress condition. The unity equation will be used. Since wind loadings 'are a part of the loading combination, the allowable axial compressive stress, Fa, may be increased by 33%. Fa = 1.33(212.0 lb/in2) = 282.0 lb/in2 fa + Mmax < 1.0 Fa Mr 38.3 lb/int + 4364 ft -lb - 0.14 + 0.79 < 1.00 282.0 lb/in2 5516 ft -lb ...O.K. Direct solution (table B-47): Using the design parameters given above; the 1-#6 bar spaced at 24 inches o.c. which was determined by the design calculations; is sufficient reinforcement. (4) Summary. 1-#6 bar per cell spaced at 24 inches o.c. is sufficient. b. Design example 2. This illustrative example considers only one combination of wind and eccentric axial loading. When performing a complete wall design, all appropriate load combinations must be considered. (1) Given: (a) 12 -inch CMU wall (b) Wall height (h) = 19'-4" (c) Lateral wind load (w) = 22 lb/ft2 (d) Axial load (P) = 650 lb/ft (e) Eccentricity (e) = t/3 (0 f'm = 13501b/int (g) FS = 24,000 lb/in2 (2) Problem. Find the required spacing of #6 bars using the tables in appendix B and linear interpolation. (3) Solution. Interpolating for wall height, axial loading, and wind loading. Table B-40; P = 500 lb/ft, e = t/3 Wall Wind, lb/ft2 Ht(ft) 20 22 25 20 56 52.8 48 19.33 57.1 18 72 65.6 56 Table B-43, P = 1000 lb/ft, e = t/3 Wall Wind, lb/ft2 Ht(ft) 20 22 25 20 56 49.6 40 19.33 53.3 18 64 60.8 56 S.= 57.1 - (57.1 - 53.3)[(650 - 500)/500] = 56 inches o.c. (_- - (4) Summary. The,wall will resist the given loading with #6 bars spaced at 56 inches on center. c. Design example 3. This illustrative example considers only one combination of wind and eccentric axial loading. When performing a complete wall design, all appropriate load combinations must be considered. (1) Given. (a) 8 -inch CMU wall (b) Wall height (h) = 16 ft (c) Wall length (L) = 30 ft 6-7 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3; Chap. 3 (d) Lateral wind load (w) = 30 lb/f12. The wind load is positive (inward) on the exterior face of the (e) Axial load (P) = 300 lb/ft. (I) Eccentricity (e) = 1 inch. The axial load is applied on the interior side of the wall center line causing a condition where the eccentric and lateral load moments are not additive. (g) fm = 13501b/int (h) FS = 24,0001b/int (i) As shown in figure 6-3, a 12 feet wide by 14 feet high► door is located in the wall panel. One. edge of the door is 6 feet 8 inches from the wall comer. (2) Problem. Design a stiffener at the door jamb that will resist the applied lateral and axial loads. (3) Solution. Assume that the edge stiffener resists the wind load between the middle of the door and the middle of the 6'-8" wall panel. Also, assume that the stiffener resists the wall weight and the axial load to the middle of the door plus the width of the stiffener. (a) Determine the wind load, WL, on the edge stiffener. WL=w xLX Lw = The tributary width of the load to the jamb, feet. WL = (30 lbs/ft2) [ 12 ft 26.67 ft = 280 lb/ft wall. Where: Where: (b) Determine the moment resulting from the eccentricity of the axial load, M. Mecc =PLpe Lp = The distance from the edge of the stiffener to the center line of the door, feet. M — (300 lbs/ftX1.33 ft + 6 ftXl in) — 183 ft lbs Mem — 12 in/ft (c) Determine the distance, x, from the bottom of the wall to where the maximum moment in the edge stiffener occurs. h PLpe X = x= (d) Determine the maximum moment in the edge stiffener, Mma, as follows: 2 WLh 16 ft 183 ft -lbs — 7.96 ft 2 (280 lb/ftX16 ft) P = 300 plf ►:i ttt f tit hitt f Mi A A 6'-8'' 12'-0" U. S. ARMY CORPS OF ENGINEERS Figure 6-3. Example 3 wall elevation 6-8 11'-4" 0 1 Where: Ma,$x = Rax — WLXz 2 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3 Ra = The reaction at the bottom of the wall, pounds. — WLh — PLPe (2801b/ftx16ft) (183ft-lbs) _ 2229 lbs 2 h 2 16 Mmax = (2229x7.96) — (280x7.962 — 8872 ft=lbs (e) Determine the axial load stress on the edge stiffener, f. Assume the lintel over the door is fully grouted from the top of the opening to the top of the wall. f _ W303.—X)La + RL 8 Lat w3 = The weight of the stiffener, lbs/ft. L, = The width of the stiffener, feet. t = The thickness of the stiffener, inches. RL = The lintel /react /tion,, lbs. 0?)(1-,p) )('p) + (w2)(d)(LL/2) w2 = The weight of masonry above the opening, psf. d = The height of the lintel, feet. LL = The length of the lintel, feet. RL = (3001b/ft x 7.33 ft) + (92 lbs/ft')(2 ft)(12 ft/2) = 3303 lbs — (140 lbs/ftx16 ft — 7.96 ftX1.3 ft) + 3303 lbs (1.3 ftX12 in/ftX11.62 in) = 26.3 lbs/in2 (f) Determine the allowable axial stress, Fa. 3l Fa=0.20fra[1—[] J r = (0.20X13501 1 —J3] = 253 lbs/in2 (g) Rearrange the interaction equation and determine the required resisting moment, Required Mr. Where: Where: Required Mr. — Mmax 1.33 — (f./Fd 8872 ft -lbs 1.33 — [(26.3 lbs/in2)/(253 lbs/in2)] = 7236 ft -lbs From table B-7 two 8 inch wide 12 inch deep stiffeners with 2-#6 bars furnish a resisting moment, Furnished Mr, as follows: Furnished Mr = 2(3997 ft -lbs) = 7994 ft -lbs Furnished Mr = 7994 ft -lbs > Required Mr = 7236 ft -lbs (h) Check the combined axial and bending stresses as follows: f8 Nix F+rm 8 M 26.3 psi+ 8872 ft -lbs — 0.10 + 1.11 = 1.21 < 1.33 253 psi 7994 ft -lbs ...O.K. (4) Summary. A 12 inch by 16 inch wall stiffener with 4-#6 bars, as shown in figure 6-4, will resist the given loads. ...O.K. 6-9 TM 5-809-3/NAVFAC DM-2.9/AFM 88-3; Chap. 3 N CO N 6-10 15.62" U. S. ARMY CORPS OF ENGINEERS 4—#6 bars Figure 6-4. Section A through wall stiffener. TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3 bw=7.5 in., d=7.06 in., t'=1.375 in. n=29000/fm, Fm=0.33fm psi, fs.24000 psi Increase Mr by 1/3 for wind or seismic load. 10 in. CMU fm -1350 psi Type S Mortar Stiffener b bar kd I Mr Mr in. f in. in4 Mas Steel ft. -lb. ft. -lb. 4 1.04 173.70 6274 2686 5 1.27 256.02 7573 4115 48 6 1.49 346.15 8740 5781 7 1.72 448.39 9760 7822 8 1.97 559.15 10619 10237 E as 4 1.13 170.32 5658 2673 5 1.38 249.88 6811 4093 40 6 1.62 336.24 7790 5753 7 1.88 433.04 8624 7788 8 2.16 536.59 9324 10192 4 1.25 165.86 4979 2657 5 ' 1.52 241.82 5952 4067 32 6 1.80 323.09 6725 5721 7 2.10 412.76 7382 7743 8 2.40 507.18 7935 10127 4 1.42 159.57 4210 2635 5 1.74 230.35 4951 4035 24 6 2.06 304.46 5531 5674 7 2.39 384.56 6027 7671 8 2.72 467.25 6450 10016 4 1.71 149.53 3275 2603 5 2.10 212.14 3789 3982 16 6 2.46 275.78 4201 5584 7 2.82 342.77 4561 7523 8 3.16 410.30 4874 9787 4 2.28 129.65 2135 2524 5 2.71 178.69 2471 3826 6- 3.09 226.81 2751 5322 7 3.45 275.98 3000 7117 8 3.78 324.28 3218 9202 Table B-6. Properties of Wall Stiffeners With Two Reinforcing Bars in Bach Reinforced Cell, 10 in CMU, Type S Mortar. B-6 TRANE Submittal FizavtWPI lc�cL Prepared For: Eric Busby Zayo Sold To: Zayo Date: March 23i 2016 Customer P.O. Number: Customer Project Number: Job Number: Job Name: zColo Seattle Chillers Trane U.S. Inc. is pleased to provide the enclosed submittal for your review and approval. Product Summary Qty Product 2 Air -Cooled Stealth (TM) Notes: 1. The pump must be sized to accommodate a pressure drop of 49.2 feet of head for the economizer system and the evaporator barrel during the economizing mode. 2. The economizer will provide 311.7 tons of free cooling at 25.6° F. 3. Communication interface type will determine the Trane Controller used for the Waterside Economizer. An UC400 will be used with the BACnet interface. 4. With the addition of the waterside economizer, the width of the chiller increases to 141.50" and the length to 477.5", and the height to 105.75" 5. Isolator point loads have been updated to include the weight of the waterside economizer coils and pumping package. 6. The mechanically cooled chilled water piping shall be insulated by with 3/4" Armaflex insulation. Pat Vonesh/Matthew Witte Trane 7100 South Madison Willowbrook, IL 60527-5505 Phone: (630) 734-3200 Fax: (630) 323-9040 The attached information describes the equipment we propose to furnish for this project, and is submitted for your approval. U:IJOBSICST6300-63991CST6313D zColo Seattlet3 PM - Submittals - EngineeringlCST6313D zColo Seattle.docx Table Of Contents Product Summary 1 Air-Cooled Stealth (TM) (Item Al) Tag Data 3 Product Data 3 Performance Data 4 Product Data Report-Opt C 300E 6 Mechanical Specifications 8 WSE Chilled Water Piping Schematic 12 WSE Chilled Water Plan View 13 Unit Dimensions 14 Weight, Clearance & Rigging Diagram 19 Accessory 21 Field Wiring 25 zColo Seattle Chillers March 23, 2016 Tag Data - Air -Cooled Stealth (TM) (Qty: 2 Item Tag(s) Qty Description Al Opt C 300E 2 Air -Cooled Stealth (TM) ( RTAE ) Product Data - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E Air-cooled Series R model RTAE Startup Included - Trane Service must start equipment for warranty to be honored 300 ton 60 hertz 460 volt 3 phases InvisiSound Standard UL listed to US and Canadian Safety Standard ASME pressure vessel code Refrigerant charge HFC -134a AHRI certified ASHRAE 90.1 - all versions compliant Standard cooling (40 to 65F/4.4 to 18C) 2 pass evaporator Fluid type = propylene glycol Grooved pipe Factory installed flow switch - glycol fluid (15 cm/s) Factory insulation - all cold parts 0.75" Wide ambient (0 to 125F) Aluminum fins with slits Adaptive Frequency Drive 3rd generation Single point connection main line unit power -ancillary items require other power Circuit breaker high fault rated panel High amp short circuit rating 65,000 amps No transformer Line reactors (-30% TDD) Tracer TD7 Display BACnet MS/TP interface (Tracer compatible) Programmable relay Elastomeric isolators 2 Year Parts, Labor and Refrigerant Warranty BAS Integration Assistance Commissioning Assistance Owner Training Freight to job site (WA) Waterside Economizer Cycle (free cooler) Unit footprint is affected — please add 48" to the width Chilled Water 3R Coil Design: SRC 82.5H x 202W (3R) 5/8/120 Full Capacity @ 25.6F (37.7F N+1 Flow) Partial capacity above 25.6F (37.7F N+1 Flow) Chilled Water 3 Way Diverting Valve: Belimo Flanged 6" Pipe, Valves, and Fittings Trane UC400 Controller for 3 -way valve control Structural Steel Skid 443.5" Long x 141.5" Wide undertheChiller. FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 3 of 26 Others zColo Seattle Chillers March 23, 2016 Performance Data - Air -Cooled Stealth (TM) Tags Opt C 300E Opt C 300E Standard Mode Economizer Mode Capacity (tons) 311.70 311.70 @ 25.6 Unit power (kW) 313.80 Compressor power (kW) 285.90 Efficiency (EER) 11.9 IPLV (EER) 20.0 NPLV (EER) 20.6 Evap leaving temp (F) 48.00 48.00 Evap entering temp (F) 58.00 58.00 Evap flow rate (gpm) 780.80 780.80 Evap pressure drop (ft H2O) 15.70 15.70 Diverting Valve pressure drop (ft H2O) 4.0 4.0 WSE Coil pressure drop (ft H2O) 0.0 21.5 Circuit Setter pressure drop (ft H2O) 0.0 4.0 WSE Piping pressure drop (ft H2O) 2.0 4.0 Total pressure drop (ft H2O) 21.70 49.2 Evap fouling factor (hr -sq ft -deg F/Btu) 0.00010 0.00010 Evap fluid (Type) Propylene Glycol Propylene Glycol Evap fluid concentration (%) 25.00 25.00 Evap fluid freeze point (F) 14.70 14.70 Min evap flow rate (gpm) 354.00 Press drop min evap flow (ft H2O) 2.80 Max evap flow rate (gpm) 1299.00 Press drop max evap flow (ft H2O) 46.20 Saturated evap temp - ckt 1 (F) 43.20 Saturated evap temp - ckt 2 (F) 43.80 Ambient air temp (F) 95.00 25.6 Saturated cond temp - ckt 1 (F) 126.90 Saturated cond temp - ckt 2 (F) 127.20 Elevation (ft) 0.00 0.00 RLA - comp A - AFD input (A) 215.00 RLA - comp B - AFD input (A) 215.00 Number of condenser fans (Each) 16.00 RLA - condenser fan (each) (A) 2.70 Fan motor power (kW) 27.50 Single point power MCA (A) 531.00 Single point power MOP (A) 700.00 Short circuit current rating (A) 65000.00 Refrig (HFC -134a) - ckt 1 (Ib) 325.0 Refrig (HFC -134a) - ckt 2 (Ib) 325.0 Oil charge - ckt 1 (gal) 4.00 Oil charge - ckt 2 (gal) 4.00 Drive cooling charge - ckt 1 (gal) 1.32 Drive cooling charge - ckt 2 (gal) 1.81 Shipping weight (Ib) 30877.0 30877.0 Operating weight (Ib) 33345.0 33345.0 ' Length (in) 443.250 443.250 Width (in) (`J Height (in) 105.750 0 Run part load sound Yes A -weighted sound power (dBA) 102 A -weighted 75% sound power (dBA) 98 A -weighted 50% sound power (dBA) 95 FLD = Furnished by Trane U.S. Inc. / Installed by Others Equipment Submittal Page 4 of 26 zColo Seattle Chillers Tags Opt C 300E Opt C 300E 55 8.5% Standard Mode Economizer Mode A -weighted 25% sound power (dBA) 95 45 A -weighted sound pressure (dBA) 75 40 A -weighted 75% sound pressure (dBA) 69 35 A 50% 198.8 30 -weighted sound pressure (dBA) -64 25.6 100.0% A -weighted 25% sound pressure (dBA) 64 Rated capacity (AHRI) (tons) 299.90 Rated efficiency (AHRI) (EER) 11.7 AHRI certified selection AHRI certified selection ASHRAE certified selection ASHRAE all versions TOPSS version number () 178 WSE Ambient vs Capacity TempLoad (° F) Free Cooling (% of Capacity) Free Cooling Load (Tons) 55 8.5% 26.3 50 20.8% 64.9 45 30.5% 95.1 40 55.6% 173.4 35 63.8% 198.8 30 73.0% 227.6 25.6 100.0% 311.6 March 23, 2016 FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 5 of 26 zColo Seattle Chillers Marsh 23, 2016 Job Information Air -Cooled Stealth (TM) TRANS® Tag Model number Quantity Opt C 300E RTAE300 1 Nominal tonnage Product Version 300 ton 186 General Data Capacity Efficiency Evaporator Information Evaporator application Evap fouling factor Evap leaving temp Evap entering temp Evap flow rate Evap pressure drop Flow switch Condenser Information Ambient air temp Elevation Condenser fin options Number of condenser fans Fan motor power Electrical Information Incoming power line connection Unit voltage Unit hertz Unit power Compressor power Transformer Physical Information Length Width Height Operating weight Shipping weight 3/23/2016 Product Version 311.70 tons 11.9 EER Standard cooling (40-65F) 0.00010 hr -sq ft -deg F/Btu 48.00 F 58.00 F 780.80 gpm 15.70 ft H2O Flow switch other -15 cm/s 95.00 F 0.00 ft Aluminum fins with slits 16.00 Each 27.50 kW Single point power 460 volt 3 phases 60 hertz 313.80 kW 285.90 kW No transformer 443.250 in 87.813 in 95.750 in 18240.0 Ib 17965.0 Ib 178 IPLV NPLV Evaporator configurations Evaporator fluid type Evap fluid concentration Evap fluid freeze point Saturated evap temp - ckt 2 Saturated evap temp - ckt 1 Saturated cond temp - ckt 1 Saturated cond temp - ckt 2 RLA - condenser fan (each) Unit application RLA - comp A - AFD input RLA - comp B - AFD input Short circuit current rating Short circuit withstand rating Single point power MCA Single point power MOP Power line connection type Refrig (HFC -134a) - ckt 1 Refrig (HFC -134a) - ckt 2 Oil charge - ckt 1 Oil charge - ckt 2 Drive cooling charge - ckt 1 Drive cooling charge - ckt 2 20.0 EER' 20.6 EER 2 pass evaporator Propylene glycol 25.00 % 14.70 F 43.80 F 43.20 F 126.90 F 127.20 F 2.70 Each Wide ambient 215.00 A 215.00 A 65000.00 A High amp 531.00 A 700.00 A CB high fault rated 325.0 Ib 325.0 Ib 4.00 gal 4.00 gal 1.32 gal 1.81 gal Page 1 of 2 FLD = Furnished by Trane U.S. Inc. /Installed by nrf,erc• Equipment Submittal Page 6 of 26 zColo Seattle Chillers March 23, 2016 Job Information Air -Cooled Stealth (TM) Tag Model number Opt C 300E RTAE 300 Nominal tonnage 300 ton Quantity 1 Product Version 186 Acoustical Performance Unit sound package A -weighted sound power A -weighted 75% sound power A -weighted 50% sound power A -weighted 25% sound power Standard 102 dBA 98 dBA 95 dBA 95 dBA A -weighted sound pressure * A -weighted 75% sound pressure A -weighted 50% sound pressure A -weighted 25% sound pressure Note: * At 30 feet in free field. This unit complies with the efficiency requirements of all versions of ASHRAE Standard 90.1 and CANS/CSA C743. Certified in accordance with the AHRI Air -Cooled Water -Chilling and Heat Pump Water -Heating Packages Using Vapor Compression Cycle Certification Program, which is based on AHRI Standard 550/590 (I -P) and AHRI Standard 551/591 (SI). Unit containing freeze protection fluids in the condenser or in the evaporator with a leaving chilled fluid temperature above 32°F [0°C] is certified when rated per the Standard with water. Certified units may be found in the AHRI Directory at www.ahridirectory.org. Information for LEED Projects ASHRAE 90.1/CSA compliance Refrig (HFC -134a) - ckt 1 Refrig (HFC -134a) - ckt 2 Rated capacity (AHRI) Rated efficiency (AHRI) Note: ASHRAE 90.1 - all versions 325.0 lb 325.0 Ib 299.90 tons 11.7 EER Efficiency IPLV Compressor power Fan motor power 75 dBA 69 dBA 64 dBA 64 dBA 11.9 EER 20.0 EER 285.90 kW 27.50 kW This product meets the minimum efficiency requirements of ASHRAE Standard 90.1 and CANS/CSA C743 for all versions (which are based on AHRI standard rating conditions) and, therefore, also meets the LEED "Minimum Energy Performance" prerequisite in the Energy and Atmosphere section. Refer to the product catalog for performance at AHRI standard rating conditions. The LEED Green Building Rating SystemTm, developed by the U.S. Green Building Council, provides independent, third -party verification that a building - project meets green building and performance measures. 3/23/2016 Product Version 178 "111-1111 ...i CERTIFIED° www.anrldlrectory.ofg Alr-Caoled Waler Chliing Packages AHPI Stnndar3; 554,590 and 551/591 Page 2 of 2 FLD = Furnished by Trane U.S. Inc. /installed by Equipment Submittal Page 7 of 26 zColo Seattle Chillers March 23, 2016 Mechanical Specifications - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E General Units are leak and pressure tested at 390 psig (2689 kPa) high side, 250 psig (1724 kPa) low side, then evacuated and charged. All Air-cooled Stealth(TM) chillers are factory tested to confirm operation prior to shipment. Standard power connections include main three phase power to the compressors, condenser fans and control power transformer. Note: A separate field supplied low voltage power source is required to power the evaporator freeze protection. Unit panels, structural elements and control boxes are constructed of galvanized steel and mounted on a bolted galvanized steel base. Unit panels, control boxes and the structural base are finished with a baked on powder paint. All paint meets the requirement for outdoor equipment of the US Navy and other federal government agencies. Anytime water only is present in the evaporator, the Trane UC800 controller must have flow control of the chilled water system. Flow control can be done either directly or through an input to a building automation system to conduct an action resulting in minimum flow through the chiller evaporator barrel to avoid potentially catastrophic damage to the evaporator due to freezing. If the system has sufficient glycol to protect down to the lowest expected ambient, flow control is optional. Factory Refrigerant Charge (HFC -134a) Packaged units ship with a full operating charge of oil and HFC -134a refrigerant. Evaporator The evaporator is a tube -in -shell heat exchanger design with internally and extemally finned copper tubes roller expanded into the tube sheet. The evaporator is designed, tested and stamped in accordance with ASME Pressure Vessel Code Section VIII for a refrigerant side working pressure of 200 psig (1379 kPa). The evaporator is designed for a water side working pressure of 150 psig (1034 kPa). Water connections are grooved pipe. Each shell includes a vent, a drain and fittings for temperature control sensors and is insulated with UV resistant 0.75 inch Armaflex II or equal insulation (K=0.28). Insulation also covers the liquid and suction line and evaporator heads. Heaters, with thermostat, are provided to help protect the evaporator from freezing at ambient temperatures down to -20 F (-29 C), depending on application. Operating Temperature Unit is designed for operation in standard leaving evaporator temperature (equal to or greater than 40.0 F). Pressure Vessel Code Chiller complies with ASME Pressure Vessel Code Section VIII. ASME nameplates are attached to applicable pressure vessels including oil separators. Condenser and Fans Air-cooled condenser coils have aluminum fins mechanically bonded to internally finned aluminum tubing. The tubing is a long life alloy designed to deliver corrosion performance that meets or exceeds microchannel coils. The condenser coil has an integral subcooling circuit. Condensers are factory proof tested at 525.00 psi and leak tested with helium in a mass spectrometer chamber at 150.00 psi. All tube connections are mechanical except the brazed copper to aluminum inlet and outlet connections. Condenser fans are direct -drive vertical discharge. The condenser fan motors are permanent magnet motors with integrated drive to provide variable speed fan control for all fans. They are designed with permanently lubricated ball bearings, internal temperature and current overload protection, and customer fault feedback as a standard product offering. The fan impeller is a nine bladed -shrouded fan made from heavy-duty molded plastic. Wide ambient units will start and operate between 0.0 F to 125.0 F ambient. InvisiSound Standard Each rotary screw compressor will have a muffler as standard and each condenser fan will be low noise as standard. Compressor and Lube Oil System The rotary screw compressor is semi -hermetic, direct drive with capacity control via an adaptive frequency drive, rolling element bearings, differential refrigerant pressure oil pump and oil heater. The motor is a suction gas cooled, hermetically sealed, permanent magnet motor. An oil separator is provided separate from the compressor. Oil FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 8 of 26 niharc zCglo Seattle Chillers March 23, 2016 filtration is provided internal to the compressor. Check valves in the compressor discharge and lube oil system are also provided. Drive Cooling System Each refrigeration circuit has a compressor drive cooling circuit. Each drive cooling circuit includes a wet rotor circulation pump that circulates a secondary heat transfer fluid in a closed system between the adaptive frequency drive.components..andabrazed-plate heat_.exchanger..-.The_pump is#ed from a thermal-expansiori tank with a vented - pressure cap which is also used as the circuit pressure relief. The circuit also includes a particulate strainer and a drain valve for servicing. Refrigeration Circuits Each unit has two refrigerant circuits, with one rotary screw compressor per circuit. Each refrigerant circuit includes a compressor suction and discharge service valve, liquid line shutoff valve, removable core filter, liquid line sight glass with moisture indicator, charging port and an electronic expansion valve. Fully modulating compressors and electronic expansion valves provide variable capacity modulation over the entire operating range. Unit Controls All unit controls are housed in an outdoor rated weather tight enclosure with removable plates to allow for customer connection of power wiring and remote interlocks. All controls, including sensors, are factory mounted and tested prior to shipment. Microcomputer controls provide all control functions including startup and shut down, leaving chilled water temperature control, evaporator flow proving, compressor staging and speed control, electronic expansion valve modulation, condenser fan sequencing and speed control, anti -recycle logic, automatic lead/lag compressor starting and load limiting. The UC -800 unit control module, utilizing Adaptive Control microprocessor, automatically takes action to avoid unit shut -down due to abnormal operating conditions associated with low refrigerant pressure, high condensing pressure, AFD/Compressor current overload, low oil return or low AFD cooling, low discharge superheat, and high compressor discharge temperature. Should the abnormal operating condition continue until a protective limit is violated, the unit will be shut down. Unit protective functions of the UC800, include loss of chilled water flow, evaporator freezing, loss of refrigerant, low refrigerant pressure, high refrigerant pressure, high compressor motor temperature, and loss of oil to the compressor. Unit Display A full color TD -7 AdaptiView touch screen display indicates all important unit and circuit parameters, in logical groupings on various screens. The parameters including chilled water set point, leaving chilled water temperature, demand limit set point, evaporator and condenser refrigerant temperatures and pressures, compressor and fan speeds, and all pertinent electrical information. The display also provides on screen trending graphs of predefined parameters as well as customizable trend graphs based on user defined parameters from a list of all available parameters. The display also provides indication of the chiller and circuits top level operating modes with detailed sub -mode reports available with a single key press, as well as diagnostics annunciation and date and time stamped diagnostic history. The standard color display is fully outdoor rated, and, can be viewed in full daylight without opening any control panel doors. The display is outdoor capable including an UV resistant touchscreen with an operating range between --40.0 F to 158.2 F operating temperature. Chilled Water Reset This provides the control logic and factory installed sensors to reset leaving chilled water temperature. The set point can be reset based on ambient temperature or return evaporator water temperature. Factory Mounted Flow Proving The factory installed evaporator water flow switch is provided with the control logic and relays to turn the chilled water flow on and off as the chiller requires for operation and protection. The flow switch installed on this chiller is designed for use with glycol in the evaporator with a set point of 15 cm/s. Adaptive Frequency Drive All RTAE chillers utilize Trane's Adaptive Frequency Drive, 3rd Generation (AFD3) technology' for controlling the compressor. AFD3 is a family of new generation adaptive frequency drives specifically designed for Trane water chillers. AFD3 incorporates the Trane communication protocol enabling seamless integration with the unit controller. AFD3 data such as drive status, temperatures, modes and diagnostic information are accessible to the unit controller and through the Tracer TU service tool. AFD3 contains technology that enables the drive to last longer and with less down time. The technology enables FLD = Furnished by Trane U.S. Inc. /Installed by Equipment Submittal Page 9 of 26 Others zColo Seattle Chillers March 23, 2016 operation on various power systems including alternative energy sources. AFD3 will protect itself and the .„ compressor motor from over current, low or high line voltage, phase loss, incoming phase imbalance, and over temperature due to loss of drive cooling or loss of panel ventilation. AFD3 incorporates improved serviceability and troubleshooting tools to identify the issue quickly and get the chiller back up and running. All AFD3 control circuits are powered with class 2 low voltage - separate from main power allowing service on the controls with the panel door open. Additionally, the main electronic control modules can be serviced with the standard Trane screw driver. The AFD3 further incorporates another Trane service tool to allow for firmware upgrades through Tracer TU. High Fault Circuit Breaker A molded case high interrupting capacity circuit breaker, factory wired with terminal block power connections and equipped with a lockable external operator handle, is available to disconnect the chiller from main power. Short Circuit Current Rating (SCCR) A short circuit current rating offers a measure of safety for what the starter panel enclosure is able to withstand in the event of an explosion caused by a short circuit. BACnet BCI -C Interface BACNet Interface allows the user to easily interface with using BACNet MS/TP via a single twisted -pair wiring to a factory -installed and tested communication board. Control Outputs Relay board will be provided to notify a Building Automation System of certain events or states of the chiller. Note: An additional field supplied power connection must be provided to power the programmable relays. Elastomeric Isolators Isolators provide isolation between chiller and structure to help eliminate vibration transmission. Elastomeric isolators are more effective and recommended over spring isolators. Waterside Economizer The unit shall be factory equipped with a waterside economizer package. All mechanically cooled chilled water piping shall be insulated with %" Armaflex. The chilled water return to the chiller shall have a 3 -way diverting valve that shall on a signal from the Trane Controller divert the return water to the four economizer coils that shall produce partial cooling when the ambient temperature is lower than the building return water temperature. The water from the economizer coils shall return back to the system return line downstream of the 3 -way valve and before the evaporator barrel so additional cooling by the refrigeration system can be achieved if needed. The piping to the WSE coils shall run and be supported in the 10" high steel base under the chiller. Coils and piping shall have vents and drains. Economizer coils Coils will be designed with aluminum flat fins and copper/copper alloy tubes. The copper tubes have a 0.020" wall and an outside diameter of 0.625". The coils have headers of type L copper with vents and drains. The coil connections are copper O.D. sweat connections. Coil casing is manufactured with 16 gauge galvanized steel. Economizer Control Sequence Trane Controller • The controller will accept the Cooling enable signal from the Building BAS (via Communication or Binary input). Once it receives the enable signal, it will enable the chiller and allow the economizer to function if conditions have been met to economize. • Economizer functions can be disabled either via a binary input (see field wiring diagram), switch in control panel, or via Communication Interface." This will disable all economizer functions. The switch in the control panel must be in the OFF position for the economizer to function. The ON position will disable all economizer functions. • Economizer Chilled Water Setpoint should match the chillers Active Chilled Water Setpoint. This should be adjusted via the Communication Interface. If standalone operation, it can be adjusting using Tracer TU. • See Field Wiring diagram for the Cooling Enable, Economizer Disable, Economizer Valve Status, and Pump Request connections points. Normal Chiller Operation (Full Mechanical Cooling) Mode (No Economizer, OAT > 55°F) • Diverting valve is bypassing economizer • The Chiller's CH530 is in full control of all unit functions during mechanical cooling FLD = Furnished by Trane U.S. Inc. / Installed by Equipment. Submittal Page 10 of 26 Others zColo Seattle Chillers March 23, 2016 Normal Chiller Operation with Partial Economizing (55°F z OAT > 35°F) • Once the Outside Air Temperature (OAT) is 3°F less than the economizer entering fluid (EWT), the diverting valve is opened to allow water to pass through the economizer. The water passes through the economizer coils first and then enters the chiller. Any cooling that the economizer provides will lower the Toad that the chiller sees. • There is a 2° deadband on the diverting valve control. If the OAT ilses to 1°F less than EWT, the diverting_ valve will -close. - _ . . . .. ._. _ .... • The condenser fans are controlled by the chiller's CH530 whenever a circuit is in mechanical cooling mode, and are staged on by the UC400 when a circuit is in WSE mode only. Normal Chiller Operation with Partial Economizing on one circuit and Full Economizer Operation on the other circuit (35° F > OAT >_ 25.6°F) • When the OAT drops below 35°F, the chiller will be able to meet the load requirements of 311.7 tons of cooling with one circuit providing normal cooling and the other circuit running on economizer mode. • The UC400 will lock out the lead circuit when the OAT falls to 35°. The lockout will be removed when the OAT rises to 37°F (2° deadband). • The UC400 will control the fans on the lead circuit and try to reach the chilled water setpoint on the Evaporator LWT. • During this mode, the condensing fans on the lead circuit will not be able to reach the chilled water setpoint so they will be operating at 100°/x, getting maximum cooling the ambient temperature. • The lag circuit's condenser fans will continue to be controlled by the chiller's CH530. • The lag circuit will still be providing mechanical cooling to meet the LWT setpoint. . • There is a lockout override. If Evaporator LWT rises to 2°F above setpoint, the lockout on the lead circuit will be removed and the lead circuit will begin mechanical cooling. Economizer Only Operation Mode (OAT s 25.6°F) • Diverting valve is allowing water to pass through the economizer • Chiller circuits 1 and 2 will be locked out by the UC400 • Return and leaving water temperatures are monitored, and the UC400 will stage the condenser fans to maintain the Economizer Chilled Water Setpoint o Condenser fans will shut off when the leaving water has fallen 2 degrees below the Economizer Chilled Water Setpoint. o When the leaving water temp has risen 2 degrees above the Economizer Chilled Water Setpoint the condenser fans will be re -enabled trying to maintain the chilled water setpoint once again. • There is a 2° F deadband on locking out circuits 1 and 2. When the OAT reaches 28°F the lag circuit will not be locked out and resume normal cooling operation on the lag circuit. • There is a lockout override. If Evaporator LWT rises to 2°F above setpoint for 10 minutes, the lockout on the lead circuit will be removed and will begin mechanical cooling. Lead / Lag Circuits • The circuits will alternate between lead and lag circuits once a week to provide approximate equal run time. The circuits are set to alternate every Monday morning. Safety Cycle 1. All standard unit safety circuits are in effect. 2. Any time flow is not proven, the economizer will not be allowed to operate Pump Controls • Pumps are controlled by others Structural -Steel Base The chiller shall be bolted to a structural steel base that is made of 10" x 15.3# ASTM A-36 channel iron which is laid on edge. This will add 10" in height to the chiller The platform shall be completely covered by'/4" thick deck plating for support and non -slip. There shall be new and added holes for vibration eliminators to be attached to in the field. The new weights for these eliminator points are attached in the following pages. The new base shall also have new and added lifting Tugs. This is laid out in the following sheets on unit rigging. The structural steel base shall be primed with a 2 part grey epoxy and then finished coated with a 2 part grey urethane to match the color of the chiller. There shall be a 23" walkway between the WSE coils and the side of the chiller for access to equipment under the chiller. The walkway shall have a door on either end for access and a sloped roof for water to run off. These shall be grating to walk on with the WSE feed piping under the floor and up feeding the WSE coils. The underside of the base shall be blocked off with sheet metal (drain holes drilled for drainage) so air can only get in thru the WSE coils to the cond fans. FLD = Furnished by Trane U.S. Inc. /Installed by Equipment Submittal Page 11 of 26 ntr,a.� zColo Seattle Chillers WSE Chilled Water Piping Schematic - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E 0 In cu W O Z tY LJ J J_ S 0 U H 0 L7 1-2 J Li w Z l.7 F- o 0- M CO n o o W In W z IY f— W co 0) 0 1- 0 0 LEGEND TAG 1 DESCRIPTION BUTTERFLY VALVE BALL VALVE CIRCUIT SETTER DRAIN DIVERTING VALVE PRESSURE AND TEMPERATURE GAUGES TEMPERATURE SENSOR VENT ()0)0 Q co ,1 1—'> March 23, 2016 ¢ 0) J_ 0 0 a. N Un 0' N U) 0' N U7 0" 0 U7 0" L H J co co oo co f- LJ CO 0) U) co U7 LL Z ce 0 0 N ce 0 ce 0 L7 0 0 N 0 0 (`7 I 0 0 0 0 0 tl � > w >-001- oZ > • FLD = Furnished by Trane U.S. Inc. /Installed by Equipment Submittal Page 12 of 26 Others zCelo Seattle Chillers WSE Chilled Water Plan View - Air -Cooled Stealth (TM) ' Item: Al Qty: 2 Tag(s): Opt C 300E 36' March 23, 2016 FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 13 of 26 6' CHILLEDi WATER SUPPLY • • • --- - 7' 5' - -� - - 5' 11' w #4 COMPRESSOR ACCESS • o§1 d `0 AA Osl � COMPRESSOR ACCESS L SICA A 0 a - rima 1`� III I Y 1 H O SEI 41 1/2' J0 'it v v II II C] ;r c :4 - O oC IR II T cL OI la COIL #2 . COMPRESSOR ACCESS 1 , P - -- .l o J £ U oQ 1 11 - 1' Iv—. 11' 9 1/2' FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 13 of 26 zColo Seattle Chillers Unit Dimensions - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E o (h E r§ O 0.1 in 293 GALLONS NOMINAL TONS WATER CONNECTION DIAMETER (INLET/OUTLET) WATER VOLUME 00 CO 00 00 00 00 00 00 Marsh 23, 2016 f �O -74 FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 14 of 26 (-Whom zColo Seattle Chillers Unit Dimensions - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E to Wm OZ 00 U' F- ZW OZ UO ZU March 23, 2016 01 0 0 L c.) a. dd c -c Li+ G d c L d 03 03 a u) f- RIGHT SIDE VIEW FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 15 of 26 Others LIFTING LOCATION 8 PLACES / _ 7' /[ /\\ 1 LJ 01 0 0 L c.) a. dd c -c Li+ G d c L d 03 03 a u) f- RIGHT SIDE VIEW FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 15 of 26 Others zColo Seattle Chillers Unit Dimensions - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E March 23, 2016 in Nr - L J. 03 0 0 N LEFT SIDE VIEW • FLD = Furnished by Trane U.S. Inc. /Installed by Equipment Submittal Page 16 of 26 Others zColo Seattle Chillers lUnit Dimensions - Air -Cooled Stealth (TM) ' Item: Al Qty: 2 Tag(s): Opt C 300E March 23, 2016 ZO c) N CO 0 0 0 w 0 2 >w > tY ww U) Z 0w 0 0 FLD = Fumished by Trane U.S. Inc. /Installed by Equipment Submittal Page 17 of 26 zColo Seattle Chillers Unit Dimensions - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E re W Z <co W WU JZ hZ 000 March 23, 2016 ¢o >W H Z W Z -Jo c 0 L cu O. au)W d c.) c L— 0c a) ca a w N • FLD = Fumished by Trane U.S. Inc. / Installed by Equipment Submittal Page 18 of 26 zColo Seattle Chillers Weight, Clearance & Rigging Diagram - Air -Cooled Stealth (TM) * Item: Al Qty: 2 Tag(s): Opt C 300E LIFT 8 WEIGHT LIFT 7 WEIGHT LIFT 6 WEIGHT 4 O co LIFT 5 WEIGHT LIFT 4 WEIGHT LIFT 3 WEIGHT 4 n h M LIFT 2 WEIGHT d O M LIFT 1 WEIGHT a 0 0 M 0 oi = W 0 Z W fl W J W re Oj W O0 H 96" SPREADER BAR March 23, 2016 . coo = w¢a O F"' 0a.W 0 IX Z co J U 7 Z W ao Q 0 1 o F J i 7Q =z i, 2, d -pp F L. -F- S. 1- K C W ii, F15 o � ce Z m OJ I- CO CO I- O m y moa �5-�72 N 3 O O O JJZ<<J Z00C co E_DF- 0 U F¢- U' m o m U=7:, I- Z `0 0 Z a -Y WFF FFW--O 8- -:7,.: QW�a:Ka �C8 UY LL tnm4 O =cm r oifi-S2o ZF_066c0z90=o ~.1.,O Q <L,TS N _ C .< Z-cJ rivui JJ . n w •00 00) 00 E (.143 43 w N mE• •g-L. CI a' m N 6- rn= 5 'c 0 _L 'v O 96" SPREADER BAR FLD = Furnished by Trane U.S. Inc. /Installed by Equipment Submittal Page 19 of 26 zColo Seattle Chillers Weight, Clearance & Rigging Diagram - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E CENTER OF GRAVITY N END VIEW (NON CONTROL PANEL) RIGHT SIDE VIEW March 23, 2016- .. FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 20 of 26 zCQlo Seattle Chillers Accessory - Air -Cooled Stealth (TM) • Item: Al Qty: 2 Tag(s): Opt C 300E SHORT CIRCUIT RATING March 23, 2016 O M O FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 21 of 26 Others zColo Seattle Chillers March 23, 2016 Accessory - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E • UNIT CLEARANCE 24" SERVICE CLEARANCE m Z 0 FD mW 00 Om ZQ F+. 85" SEE NOTE 3 CONTROL PANEL TOP VIEW LF to Z W 0D0 KOCC 0• 2I -Www 6 _ < 0 t0- W 2 U W am Zt=_ •Wj OQ w.-1,2`-..,,, UJJ> nOZ �2 S QTFmW,0 OJ --10(-_02 . W WZOZWtl)r: CCZ U2aW-I - d> CC d~ W- Z O 00 z2F-Q �NmmWO�Wa Ou.Z F"UtoOp��wO HQza. ZUZI- 2c9E1 �O >WO�2WO n -Om zZ oi Qa�mO¢��Za OFQf0- W .-U W o WwZOOW-Jul ,0 ~Q ILWUg0 Q FLD = Furnished by Trane U.S. Inc. /Installed by Equipment Submittal Page 22 of 26 Others zCialo Seattle Chillers Accessory - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E E 1'-8' 21'-6' 16'-8' 29' 35'-9' UNIT MOUNTING POINTS rcu Pe g IMarch 23, 2016 Peg ia ig Peg UNIT WEIGHT n FLD = Furnished by Trane U.S. Inc. /Installed by Equipment Submittal Page 23 of 26 zColo Seattle Chillers Accessory - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E NEOPRENE ISOLATOR DIMENSIONS March 23, 2016 a 9/j6" 4 5�1/6" 0 t. --;eft�(� • ••i, FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 24 of 26 rlthare FIELD WIRING PAGE 1 OF 2 zColo Seattle Chillers Field Wiring - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E March 23, 2016 0 Cl U z LA o U> I J J z < bJ td D z' >u)Lno<cc cc c w0~ =DI -U) o WO (nHJ J CL • LL OwwW� 00> LL U W U WI- > cc ccQ mOU < mz (n > W a UIn WO > QLD 0_Wj0 ��Oo0 wo QL'-Iw D W0 =_ 0 E J J Z W J 0 0 0 ~ W C) --/ o 0w 00tH LHCC C.-vyi a <Lnwz 00 o = w Li I -0w0 ~_ Z Z I Q W Q m 0 r Q Z Q O CC= Q O W °f NJ U�I—D�U�� JO Q Q W ID Z Q Q 10 G 0< 0> z b g 11 J MAO UR 220/30/1 r -I L—J • e o FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 25 of 26 zColo Seattle Chillers Field Wiring - Air -Cooled Stealth (TM) Item: Al Qty: 2 Tag(s): Opt C 300E FIELD WIRING PAGE 2 OF 2 Marc 23, 2016' GENERAL NOTES 1, CAUTION -DO NOT ENERGIZE THE UNIT UNTIL CHECK OUT AND STARTUP PROCEDURES HAVE BEEN COMPLETED. 2. ALL MOTORS ARE PROTECTED FROM PRIMARY SINGLE PHASE FAILURES. 3. CAUTION-TRANE PUMP CONTROL MUST BE USED TO PROVIDE PUMP CONTROL EVAPORATOR CHILLED WATER PUMP MUST BE CONTROLLED BY THE CHILLER OUTPUT. FAILURE TO COMPLY WITH THIS REQUIREMENT MAY RESULT IN DAMAGE OT THE UNIT. ® SINGLE SOURCE POWER IS PROVIDED AS STANDARD ON THESE PRODUCTS, FIELD CONNECTIONS ARE MADE TO IF1 OR2F36.. WIRING REQUIREMENTS 5. RECOMMENDED FIELD WIRING CONNECTIONS ARE SHOWN BY DOTTED LINES © POWER FOR THE EVAPORATOR HEATER AND/OR OPTIONAL CONVENIENCE OUTLET 15 SUPPLIED BY A COMMON CUSTOMER PROVIDED POWER SUPPLY, MAX FUSE SIZE IS 15 AMPS. WHEN POWERED, THE HEATERS WILL USE 800VA ON 150-165 TON UNTTS WITH 2 PASS EVAPORATORS AND 1200VA ON ALL OTHER UNITS OF THE TOTAL AVAILABLE POWER SUPPLY. 7. DO NOT RUN LOW VOLTAGE CONTROL WIRING (30 VOLTS OR LESS) IN CONDUIT WITH 110 VOLT OR HIGHER WIRING. DO NOT EXCEED THE FOLLOWING MAXIMUM RUN LENGTH FOR A GIVEN SIZE: 14 AWG, 5000 FT; 16 AWG, 2000 FT; 18 AWG, 1000 FT. Q SHIELDED TWISTED PAIR LEADS ARE REQUIRED FOR CONNECTIONS TO THE COMMUNICATIONS INTERFACE MODULE (1K6 & 1K1). THE SHIELD SHOULD BE GROUNDED AT THE RTAE CONTROL PANEL END. CI CUSTOMER SUPPLIED POWER 115/60/1 PH OR 220850/1 PH TO POWER RELAYS. MAX FUSE SIZE IS 20 AMPS. GROUND ALL CUSTOMER SUPPLIED POWER SUPPUES AS REQUIRED BYAPPUCABLE CODES. GREEN GROUND SCREWS ARE PROVIDED IN UNIT CONTROL PANEL 10 WIRED TO NEXT UNIT. 22 AWG SHIELDED COMMUNICATION WIRE EQUIVALENT TO HEUXLF22P0014216 RECOMMENDED. THE SUM TOTAL OF ALL INTERCONNECTED CABLE SEGMENTS NOT TO EXCEED 4500 FT. CONNECTION TOPOLOGY SHOULD BE DAISY CHAIN. REFER TO BUILDING AUTOMATION SYSTEM (BAS) COMMUNICATION INSTALLATION LITERATURE FOR END OF UNE TERMINATION RESISTOR REQUIREMENTS. - 11 ALL UNIT POWER WIRING MUST BE 600 VOLT COPPER CONDUCTORS ONLY AND HAVE A MINIMUM TEMPERATURE INSULATION RATING OF 90 DEGREE C. REFER TO UNIT NAMEPLATE FOR MINIMUM CIRCUIT AMPACRY AND MAXIMUM OVERCURRENT PROTECTION DEVICE. PROVIDE AN EQUIPMENT GROUND IN ACCORDANCE WITH APPLICABLE ELECTRIC CODES. REFER TO WIRERANGE TABLE FOR LUG SIZES. CI ALL FIELD WIRING MUST BE IN ACCORDANCE WITH NATIONAL ELECTRIC CODE AND LOCAL REQUIREMENTS. CONTACT RATINGS AND REQUIREMENTS CI ALL CUSTOMER CONTROL CIRCUIT WIRING MUST BE COPPER CONDUCTORS ONLY AND HAVE A MINIMUM INSULATION RATING OF 300 VOLTS. EXCEPT AS NOTED, ALL CUSTOMER WIRING CONNECTIONS ARE MADE TO CIRCUIT BOARD MOUNTED BOX LUGS WITH A WIRE RANGE OF 14 TO 18 AWG OR DIN RAL MOUNTED SPRING FORCE TERMINALS. 17 UNIT PROVIDED DRY CONTACTS FOR THE CONDENSER/CHILLED WATER PUMP CONTROL RELAYS ARE RATED FOR 7.2 AMPS RESISTIVE, 2.88 AMPS PILOT DUTY, OR 10 HP, 7.2 FLA AT 120 VOLTS 60 HZ, CONTACTS ARE RATED FOR 5 AMPS GENERAL PURPOSE DUTY 240 VOLTS. CI CUSTOMER SUPPLIED CONTACTS FOR ALL LOW VOLTAGE CONNECTIONS MUST BE COMPATABLE WITH DRY CIRCUIT 24 VOLTS DC FORA 12 mA RESISTIVE LOAD. SILVER OR GOLD.PLATED.CONTACTS RECOMMENDED. 20. SOLID OVALS REPRESENT MAX NUMBER OF CONDUITS AND/OR CABLE GLANDS USED. 21 CONNECTIONS ARE INTENDED FOR CLASS 2 ONLY. Q CIRCUIT 3 REQUIRES 15A PROTECTION AT 120V, 8A AT 220V. Q CIRCUIT 4 REQUIRES 20A PROTECTION. 25 USED WHEN SUPPLIED VOLTAGE IS 380-460V FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 26 of 26 r'fhorc BURNS`MSDONNELL_ Client Page of 030215 Form GCO-29 Project Date Made By Checked By Preliminary Final isEg Att-A c- teu1Al, 7` 1' r,A. -, ; ti ' r9g?.;,, 3 � ` fir,.-FIr\ f 6t [ ... / 4%5 A5$664, C 1z) fou 1: A BURNS !MSDONNELL. Client Zayo/zColo Date 6/29/2016 Project 91942 No. By MWH Title Chiller Design Loads Page 1 Checked Is esig_n ocument calculates the win andseismicloads on_a, specified piece ofeq.uipment. This doeumentl_efers IBC 2015 and ASCE 7-10 Site & Equipment Parameters Risk Category =.. Site Type = Chiller Weight (w/water), W,, = Chiller Weight (w/o water), Wmi" = Height, h = Length, I = Width, w = Anchor spacing, b = Upstands?: No. of anchors, n = Wind Parameters Ultimate Design Wind Speed, Vwi"d = Nominal Design Wind Speed, Vasd = Velocity Pressure Coefficient, K, = Force Coefficient, Cf = Gust effect factor, Geff = Topographic factor, Kit= Wind directionality factor, Ka = Seismic Parameters Site Class = Seismic importance factor, 1,0, = Amplification factor, ap = Component response mod. Factor, RP = Short period adjusted accel., SMS = 1 -sec period adjusted accel., SM1= Design short period accel., Sos = Design 1 -sec period accel., SD1= Height ratio, z/h = Seismic Design Category = Snow Parameters Ground snow loads, pg = Exposure Factor, Ce = Thermal Factor, Ct = Importance Factor, Imp== IV Concrete Pad 33345 30877 105.75 443.25 141.5 80.5 no 12 115 89 0.85 1.30 0.85 1.00 • 0.90 F 1.50 1.0 2.5 1.362 1.364 0.908 0.909 0 25 0.9 1.2 1.2 lbs 1 lbs in in in in mph mph g g g g psf (IBC 2015 Table 1604.5) (see attached cutsheets/weight calc.) (see attached cutsheets/weight calc.) (see attached cutsheets) (see attached cutsheets) (see attached cutsheets) (see attached cutsheets) (see attached ATC windspeed output) (IBC 2015 Equation 16-33) (ASCE 7-10 Table 28.3-1) (ASCE 7-10 Figure 29.5-1, "Square (wind normal to face)") (ASCE 7-10 Section 26.9.1) (ASCE 7-10 Section 26.8) (ASCE 7-10 Table 26.6-1, "Chimneys, Tanks,...", "Square") (ASCE 7-10 Table 1.5-2) (ASCE 7-10 Table 13.6-1, "Generators") (ASCE 7-10 Table 13.6-1, "Generators") (see attached USGS output) (see attached USGS output) (2/3*SMs, ASCE 7-10 Eqn 11.4-3) (2/3*SM,, ASCE 7-10 Eqn 11.4-4) (ASCE 7-10 Section 13.3.1) (ASCE 7-10 Section 11.6) (ASCE 7-10 Figure 7-1) (ASCE 7-10 Table 7-2, Terrain Category B) (ASCE 7-10 Table 7-3) (ASCE 7-10 Table 1.5-2) Y w. Lx Gene,nldr FrepuratIu4 1 . BURNS \MSDONNELL. Client Zayo/zColo Abbr. 0 Date 6/29/2016 Project 91942 No. 0 By MWH Title Chiller Design Loads Page 2 Checked Wind Loads (ASCE 7-10 Chapter 29) Velocity Pressure, q, (Eqn 29.3-1) g 0.00256•K K K V 2= z — i zt d' wind Fp,..= FP,min = X -direction Wind Force, Fw;,,,k„ (Eqn 29.5-1) Fwlndx = gz'Geff'Cf•I*h = (0.00256)(0.85)(1)(0.9)(115)^2 = (25.9)(0.85)(1.3)(105.75)(443.25)(1/144) = Y -direction Wind Force, Fw,n � (Eqn 29.5-1) Fwlnd,y= qi GefrCr•w•h = (25.9)(0.85)(1.3)(141.5)(105.75)(1/144) = qz = 25.9 psf 41)76.3)(0.8,6) 129 (asp. Fwind,x= 9316 lbs Fwind,y 2974 lbs Seismic Loads (ASCE 7-10 Chapter 13) Seismic Design Force, Fp (Eons 13.3-1, 13.3-2, 13.3-3) [1+2•Z/h](0.4•ap•Ses'Wmax) (R./1.J 0.3'SDs'Isels'Wmax 1.6•SDS'Ise'a'Wmax FP,ven = (1+2.0)(0.4)(1)(0.908)(33345) = 7267 lbs (2.5/1.5) (0.3)(0.908)(1.5)(33345) = 13625 lbs (1.6)(0.908)(1.5)(33345) = 72665 lbs Fp = 13625 lbs Vertical Seismic Force, FPS,,,, (Section 12.4.2.2 Eqn 12.4-4) ** NOTE: The vertical seismic force can be disregarded if Sps is less than or equal to 0.125** 0.26DS'Wma% (0.2)(0.908)(33345) FP,vert = 6055 lbs Snow Loads (ASCE 7-05 Section 7.3) Flat Roof Snow Load, p. w (Eqn 7-1) 0.7•Ce'Ct'lsnow'pg Ptmtn = min{pg, 20psf)•Isnow 0.7(0.9)(1.2)(1.2)(25) = min{25psf, 20psf)*(1.2) = Ptzalz = 22.7 psf 24.0 psf Pf,snow = 24.0 psf -4 4i.BURNS \\MSDONNELL_ Client Zayo/zColo Abbr. 0 Date 6/29/2016 Project 91942 No. 0 By MWH Title Chiller Design Loads Page 3 Checked Nu,DL _ Nu,wind Vu,EQ = Vu,wind = n Concrete Pad Anchor Loads (LRFD) Unfactored Wind Loads: Fwind,x = 9316 lbs Fwind,y = 2974 lbs Unfactored Seismic Loads: FP = 13625 lbs Fp,vert = 6055 lbs Factored Tensile Loads, N„ twe� NOTE: 1) All horizonal forces assumed to act at (h/2). Actual geaefieter COG is always less than (h/2). 2) LRFD load factors per ASCE 7-10. 0.9Wmin n 0.9(30877) [ (1.0•FP,,,ert) / n ] + [ (1.0•Fp.(h/2)) / (b.(n/2) 1 12 -2316 [1.0(6055)) / 12] + [ (1.0(13625)(105.75/2)) / (80.5(12/2)) ] = Nu,EQ= 1996 [ 1.0•Fwind,x'(h/2) / (b•(n/2)) ] 1.0(9316)(105.75/2) / (80.5(12/2)) ]) = Factored Shear Loads, V„ 1.0•Fp _ 1.0(13625) n 12 Nu,wind = 1020 Vu,EQ 1135 lbs anchor lbs anchor lbs anchor lbs anchor 1.0•(F nd,x2+Fwind,y2)os 1.0(9316^2+2974^2)^0.5 815 lbs tµ 12 Vu,wind = Concrete Anchors, Factored Loads Summary Seismic Tensile Nu,EQ= 0 lbs per anchor Shear -V,,,Eq= 1135 'sibs per anchor Wind Tensile Nu,wind = 0 lbs per anchor Shear rV,;,,,/iva = 815 _ ~lbs per anchor Co WillWroAsw AMY IA X4 oii L'CiD S(Mtlt rftleabLY (2- o1 (OM , tO CWt(Ctorl. anchor BUJRNS`MSDONNELL� client ,'/c2\0 Page of 030215 Form GCO-29 Project l I' 42 Date 0(12/Zci.j/Ile Made By Ail Checked By 541 mm. tNPUrS Preliminary Final r 5 S? 14..fOtZ. V IZZULT ; CIAaP Cl•4 ZA F< \11942_- 1` c,1a1:Er t)E—St \s-rl.vv \ I=mo. SA. _A/M— L_D :. '14e CI?): -PONr L-0 ... '3.3 l 4C - .• .f? . TgA-M . 50_.F Visci, . UVGw[Dhila 44 ...Resta r . c_ohl.Ct4- _vrf_ �.s_= 51 . X . ... MO fc,F 570 s i CrT wltl4 CMr WALL /1" . _ X. 74 P5F C-101tr g -MS O4le. Z.. 5.-"` S i54 !�° - : ti,CE-1 r'1 ACMg_. (.12ro9+4 €CQ 51-10.;,7) 1\f° W r EUI{' ). u t f".: c:c t>.4) . uP I- E, 0:5 Cr v44 t-G`r,c•�1 i_flir �`bv7 •EZQ.ul.P . . tLPca- _ acts, _ :-. ,1s.. ueLere - Kifrau_ WIT WANIPitchyr IA/ AA 41 ?W l',. Iss' x V= 49 1`,z 1551. FA OA St::6Ml ( Ih/ALL W tC.i1 t)( 4 pp X Xoe EDF 1 1,4 v- x p,g0o0 Y. 1,5 ,, 0.v %tD 1 009 .. BUNS `1SDONNELL_ 030215 Form GCO-29 Client A-ia / Z,C,o(o Page of Project gl di*2 Date a1jz'ii iiR Made By V✓'Mu,t-¢ Checked By SA A71. 41.401:a. €P#Pc`ET Preliminary Final 2,) _ 1. z . PL. f —i` •—t.C> bars." BilF61S `1SDONNELL. 030215 Form GCO-29 Client ?t }0 /Z.0 o10 Project Page of Date 01/01 F Made By rMW14 Checked By SAM tiVISioa1, Bap :W i : U 4 Jas �_r• ,C� �. I IM:1•50A _ . a_. Q 5 Preliminary Final R•6t f oft INT — ;F IA, •� �►�� 61;1 ;11455 gestglot4 eFYC.t�f.J1 \S� i , by f7 t?jl-:�' t •� t � 1-� x-158 , O. ?_v5" fl LnT9> i &a�� r3Lzsi :010' ZAYO GROUP, LLC Chiller Upgrade Project Data Center 3311 South 120th Place Tukwila, WA 98168 Technical Specificatio Issued for Permit November 4, 2016 REVIEWED FOR CODE COMPLIANCE APPROVED S JAN 17 2017 kwita BUILD NG of DlSI ION Burns & McDonnell Project No. 91942 RECEIVED CITY OF TUKWILA NUV 092016 PERMIT CENTER tMbO3O5 Bidder's Name and Address BURNS McDONNELL. CERTIFICATION PAGE CERTIFICATION(S) DIVISION 2 (024116), 31 (312000, 312333), 32 & 33 Specifications (covering civil design) DIVISION 2 (024119), 3 (034500) 6, 7, 8, 9, & 10 Specifications (covering architectural design) 10080 REGISTERED ARCHI ECT WART PF. FFER WASHIN(' ON DIVISION 3 (031000 — 033000), 4, 5, & 31 (316329) Specifications (covering structural design) zColo Chiller Upgrade, Tukwila, WA — Data Center Issued for Permit SIC -1 11/04/2016 TECHNICAL SPECIFICATIONS TABLE OF CONTENTS BIDDING REQUIREMENTS A Instruction to Bidders B Bid Form C Proposal Letter Template DIVISION 1 - GENERAL CONSTRUCTION 011100 Summary of Work 011300 Special Project Procedures 013100 Project Coordination and Meetings 013200 Construction Progress Schedules and Reports 013300 Submittals 014200 Definitions and Standards 016000 Equipment and Material 017310 Cutting and Patching 017800 Contract Closeout 017850 Warranties DIVISION 2 — EXISTING CONDITIONS 024116 Utility Demolition 024119 Selective Demolition DIVISION 3 - CONCRETE 031000 Concrete Formwork 032000 Concrete Reinforcement 033000 Cast -In -Place Concrete 034500 Precast Architectural Concrete DIVISION 4 - MASONRY 042200 Unit Masonry DIVISION 5 - METALS 054000 Cold -Formed Metal Framing DIVISION 6 — WOOD, PLASTICS, AND COMPOSITES 061053 Miscellaneous Rough Carpentry 061600 Sheathing DIVISION 7 — THERMAL AND MOISTURE PROTECTION 072100 Thermal Insulation 072726 Fluid -Applied Membrane Air Barriers 076200 Sheet Metal Flashing and Trim 079200 Joint Sealants 079513.16 Exterior Expansion Joint Cover Assemblies DIVISION 8 — OPENINGS 081113 Hollow Metal Doors and Frames 084113 Aluminum -Framed Entrances and Storefronts 087111 Door Hardware (Descriptive Specification) 088000 Glazing zColo Chiller Upgrade, Tukwila, WA — Data Center Issued for Permit TC -1 11/04/2016 TECHNICAL SPECIFICATIONS TABLE OF CONTENTS DIVISION 9 — FINISHES 092216 Non -Structural Metal Framing 092400 Cement Plastering 092900 Gypsum Board 099113 Exterior Painting 099123 Interior Painting DIVISION 10 —SPECIALTIES 102213 Wire Mesh Partitions DIVISION 31 — EARTHWORK 312000 Site Preparation and Earthwork 312333 Trenching and Filling for Open -Cut Construction 316329 Drilled Shaft Foundations DIVISION 32 — EXTERIOR IMPROVEMENTS 321123 Crushed Aggregate Base Course 321215 Bituminous Tack Coat 321217 Hot -Mix Asphaltic -Concrete Pavement 321600 Curbs and Sidewalks 321723 Pavement Markings for Parking Lots DIVISION 33 — UTILIT.IES 331100 Pressure Pipe 333150 Pipe Installation 334100 Storm Drainage System END OF TABLE OF CONTENTS zColo Chiller Upgrade, Tukwila, WA — Data Center Issued for Permit TC -2 11/04/2016 zColo Tukwila, WA Data Center Chiller Upgrade Project INSTRUCTIONS TO BIDDERS A. DEFINITIONS Bid Documents Bid Documents include the: Instructions to Bidders; Bid Form; and Contract Documents (Including: Contractor's Master Services Agreement; Drawings; Specifications; and any Addenda issued prior to receipt of bids). Addendum Addenda are written or graphic instruments issued prior to the execution of the Contract (Purchase Order) which modify or interpret the bidding documents, including drawings and specifications, by additions, deletions, clarifications, or corrections. Addenda will become part of the Contract Documents when the Construction Contract (Purchase Order) is executed. Prior to the receipt of bids, Addenda will be emailed or delivered to each Bidder recorded by the NE as having received the bidding documents. Bidders shall acknowledge receipt of Addenda on the attached Bid Form. Architect / Engineer The term Architect or Engineer in the Bid Documents shall be interpreted to refer to the Architect or Engineer of Record (A/E) for this project. B. MEETINGS AND SITE VISITATION Pre -Bid Conference A mandatory Pre -Bid Conference will be held at the Project Site (3311 South 120th Place, Tukwila, WA 98168). Date and time as follows: Thursday 10th November 2016; 10:00 AM PDT Site Visits All visits to the site by the Contractor or his Subcontractors shall be coordinated through the A/E. The A/E contact information is included on the Bid Form. C. BID PREPARATION INSTRUCTIONS Examination of Bidding Documents Each Bidder shall examine the bidding documents carefully, and not later than FIVE days prior to the date for receipt of bids, shall make written request to the A/E for interpretation or correction of any ambiguity, inconsistency or error therein which he may discover. Any interpretation or correction will be issued as an Addendum by the A/E. ONLY A WRITTEN INTERPRETATION OR CORRECTION BY ADDENDUM ISSUED BY THE NE OR OWNER SHALL BE BINDING. Bid Preparation A single bid will be received for the Contract for this Project. Bids shall be made upon the Bid Form attached. Fill in all blanks on the Bid Form clearly. Erasures or other changes in a bid must be explained or noted over the signature of the Bidder. The signature shall be in longhand by a principal duly authorized to sign contracts. Bids shall contain no alterations nor recapitulation of the work unless otherwise clarified in section VII "Exceptions" on the attached Bid Form. INSTRUCTION TO BIDDERS A-1 of 4 zColo Tukwila, WA Data Center Chiller Upgrade Project Bids shall be prepared and submitted in accordance with these Instructions to Bidders. Bidders will remove or copy the attached Bid Form sheets for their bid submittal. The Bid Form and all required backup information shall be submitted electronically via email to the Owner's representative and A/E representative listed on the Bid Form. The bidder is responsible to ensure that the bid is submitted by the bid date and time indicated. The bid shall be interpreted to include furnishing all labor, materials, equipment, and performing the work for the project in strict accordance with the Contract Documents entitled as above. No oral, telephonic, or faxed bids or modifications will be considered. A bid is invalid if it has not been received prior to the time and date for receipt of bids indicated on the attached Bid Form, or without any extension thereof issued to the Bidder. Alternate Bids Each Bidder shall bid all alternates included in the Bid Form (if any), except that should he desire not to bid an alternate, he may insert the words "no bid" in the space provided for prices for such alternate. However, when a Bidder writes "no bid" for one or more alternates, he thereby waives any claim to the contract award if that alternate (or those alternates) becomes the basis for determining the low bid and/or change contract award. If an alternate price called for involves no change in price, the Bidder shall so indicate by writing the words "no change" in the space provided. If the space provided for an alternate price is blank, that shall mean "no bid". Substitution Requests Should Bidders wish to incorporate, in the Base Proposal, brands or products other than those named in the specifications, he shall submit a written request for substitution approval to the NE TEN days prior to date proposals are due. Approved substitutions will be set forth in an Addendum. Bidders shall not rely upon approvals made in any other manner. Bidder's Representation Each Bidder, by making his bid, represents: 1) That he has read and understands the Instructions to Bidders. 2) That he has carefully examined all bidding documents pertaining to the project. 3) That he is familiar with the site and with the local conditions under which the work is to be performed, including pertinent Federal, State and Local codes and the conditions of labor and material markets. 4) That he understands time is of the essence in the award and prosecution of the work. Coordinator The Contractor shall assume general coordination and direction of the project. Each Subcontractor shall cooperate with other Contractors on the work and install his work sequence to facilitate and not delay the installation of such other Contractors. The A/E and the Owner is neither the coordinator nor the expeditor of the work of the various contracts. Ref: Division 1 of the specifications for additional requirements. Bid Withdrawal A bid may be withdrawn on emailed or telegraphic request received by the Owner and A/E from Bidder prior to the date and time fixed for bid receiving. Unless otherwise provided in any supplement to these Instructions to Bidders, no Bidder shall modify, withdraw or cancel his bid or any part thereof for THIRTY days after the opening date and time of bids. INSTRUCTION TO BIDDERS A-2 of 4 zColo Tukwila, WA Data Center Chiller Upgrade Project D. BID SUBMITTAL A complete bid consists of: Bid Form; Project Staffing Plan; Evidence of Insurance Coverage; and required Bid Security. Project Staffing Plan Each bidder will submit a Project Staffing Plan consisting of the following: 1) A designation of the work to be performed by the Bidder with his own forces. 2) The names of the Contractor's Project Manager and Field Superintendent. Provide resumes, including related experience, if requested by the Owner. 3) A list of names of the Subcontractors proposed for the principal portions of the work and other persons or organizations who are to furnish materials or equipment fabricated to a special design. Subcontractors and other persons and organizations proposed by the Bidder and accepted by the Owner and the A/E must be used on the work for which they were proposed and accepted and shall not be changed except with written approval of the Owner and the A/E. Evidence of Insurance Coverage Provide a current copy of the Contractor's Certificate of Insurance (Accord Form) with the terms and limits specified in the Contractor's Master Services Agreement and naming zColo as an Additional Insured. This is not a requirement of Contractors that have a current Certificate of Insurance on file with zColo satisfying the above requirements. BID SECURITIES Not required for this project. E. POST BID INFORMATION SUBMITTAL Within seven days of notification of the intent to issue a Purchase Order, the selected Bidder shall furnish the following: Proposal Letter Upon notification of the intent to issue a Purchase Order, the notified Bidder shall submit a "letter -form" proposal on the Bidder's letterhead. The proposal letter shall summarize the pricing information included on the Bid Form, be signed by a principal duly authorized to sign contracts, and be in the Owner's standard format. A template of the Owner's standard proposal letter format is included in the Project Manual. Performance Bond Not required for this project. Statutory (Material and Labor Payment) Bond As required by State statute in which the project is located and the Contractor's Master Services Agreement. F. SPECIAL INSTRUCTIONS Permits The contractor shall complete the required building permit application process and submitting the required number of project drawing document set(s) (drawings, specifications, etc.) to obtain the required building permit(s) for this project if deemed required. Contractor shall bear the full responsibility and cost for obtaining all the required permits for this project through the City of Tukwila, WA. A/E will provide the required number of sealed and signed project drawing document sets to the contractor for submission of the building permit. INSTRUCTION TO BIDDERS A-3 of 4 zColo Tukwila, WA Data Center Chiller Upgrade Project Building Automation System (BAS) The BAS upgrades and modifications will be executed under a separate contract and shall not be included as part of the work scope under this project. G. OWNER ACTIONS Award of Contract The Contract will be awarded as soon as possible to the responsible Bidder submitting the lowest acceptable bid (i.e. combination of Base Bid and accepted alternates, with due consideration to unit cost prices; if any), provided: 1) The proposed schedule indicated on the Bid Form is acceptable. 2) The acceptance of the experience, qualifications, and financial responsibility of each Bidder and his proposed Subcontractors. 3) The total of the acceptable bid is within the Owner's financial budget for the project. Rejection of Bids The Bidder acknowledges the right of the Owner to reject any or all bids and to waive any formality or irregularity in any bid received. In addition, the Bidder recognizes the right of the Owner to reject a bid if the Bidder failed to furnish any required data required by the Bidding Documents, or if the bid is in any way incomplete or irregular. INSTRUCTION TO BIDDERS A-4 of 4 BID FORM (Bidders: Remove or copy these sheets for your bid submittal. This bid form and all required backup information shall be submitted electronically via email to the Owner's representative and A/E representative listed below. The bidder is responsible to ensure that the bid is submitted by the bid date and time indicated.) PROJECT (check one): ® PROJECT: zColo Tukwila, WA Data Center — Chiller Upgrade Project A/E PROJECT NUMBER: 91942 DATE ISSUED: FRIDAY 4TH NOVEMBER 2016 PRE-BID CONFERENCE DATE: THURSDAY 10TH NOVEMBER 2016 10:00 AM PST BID DATE & TIME: TUESDAY 22ND NOVEMBER 2016 at 5:00 PM PST Owner: zColo 7218 McNeil Dr. Ste 300 Austin, TX 78729 Attn: Joe Tilson Email: joe.tilson@zayo.com> A/E: Burns & McDonnell 9400 Ward Parkway Kansas City, MO 64114 Attn: Buddy Hendrix Email: bhendrix©burnsmcd.com Bidder: Company Name Address Phone Project Manager Field Superintendent Having become thoroughly familiar with the Terms and Conditions of the proposed Contract Documents and with local conditions affecting the performance and cost of the Work, and having inspected the site in all particulars, the undersigned proposes and agrees to fully perform the Work within the time stated and in strict accordance with the Contract Documents for a Stipulated Sum: I. Base Bid $ & 00/100 dollars (numeric) (written) BID FORM B- 1 of 5 zColo Tukwila, WA Data Center Chiller Upgrade Project BREAKDOWN OF BASE BID The cost of work totals below must equal the total, base bid amount on page 1 of the bid form. Labor Material General Requirements (Division 1) $ $ General Construction (not included above) $ $ Civil Work Scope $ $ Architectural Work Scope $ $ Structural Work Scope $ $ Security System Work Scope $ $ SUBTOTAL LABOR $ SUBTOTAL MATERIAL $ BASE BID Less TAXES TAXES TOTAL BASE BID w/ TAXES BID QUALIFICATION ATTACHMENT If required, submit a bid qualification attachment form with your bid to further clarify your bid. ❑ No pre -ordered equipment • Pre -ordered equipment as listed below: A. New Air Cooled Chillers (total to two), will be handled by the mechanical contractor under a separate contract. B. C. BID FORM B- 2 of 5 zColo Tukwila, WA Data Center Chiller Upgrade Project ALTERNATES Currently the only alternate to be identified for this project is related to the chiller project portion. The chiller project scope of work shall be included under Alternate #01 as an Alternate Deduct. Additional alternate may be identified during the bid phase of this project through an Addendum. If an alternate is identified during bid phase of this project, state the add or deduct amount below. ADD DEDUCT Labor Material Labor Material Add Alternate #01: $ $ $ $ (If required by Addendum) Add Alternate #02: $ $ $ $ (If required by Addendum) II. CONSTRUCTION BONDS Performance Bond: Not Required For This Project Payment bond: Provide a payment bond in the amount of 100% of the contract price. III. CHANGE IN THE WORK Cost to the Owner for any change in the Work shall be calculated at actual cost to the Contractor plus overhead and profit of % for additions and deletions. Bidders with a current Master Services Agreement shall comply with the terms and conditions of their master agreement. Receipt of the following NONE Addendum #01 Addendum #03 Addendum #05 IV. ADDENDUM Addendum are acknowledged: Addendum #02 Addendum #04 Addendum #06 BID FORM B- 3 of 5 zColo Tukwila, WA Data Center Chiller Upgrade Project V. SUBCONTRACTORS Contractors shall indicate below at a minimum the name of Structural, Earth Work, and Security System related Sub -Contractors providing materials or services incorporated in the cost of Work. All Subcontractor/Suppliers are subject to approval by Owner. Subcontractor Name Subcontractor Type Certified Diverse Contractor / SB/SDB Status BID FORM B- 4 of 5 zColo Tukwila, WA Data Center Chiller Upgrade Project VI. EXCEPTIONS Certify either "A" or "B" below A. Our Quotation is in exact accordance with the Specification, Drawings Terms and Conditions and other requirements of this Requested for Quotation with NO EXCEPTIONS. B. Our Quotation is in exact accordance with the Specification Drawings Terms and Conditions and other requirements of this Requested for Quotation with no exceptions other than those listed below. (Provide Separate Attachment If Necessary) 1. 2. 3. VII. SCHEDULE General scheduling requirements shall be as described in the General and Supplementary General Conditions of the Contractor's Master Services Agreement. Owner expects to issue a Notice to Proceed with this Work on or before Friday 9th December 2016 and in accordance with the reference above. Final Completion date shall be on or before Tuesday 7th March 2016. Based on a Notice to Proceed Date of Friday 9th December 2016, quote your best Final Completion Date: A proposed schedule and sequence of work shall be submitted with your bid response for this project. Company Name Company Address SIGNATURE OF PROPOSAL Signature of Officer or Principal Printed Name and Title Date BID FORM B- 5 of 5 L <Your Company Letterhead> Date] zColo 7218 McNeil Dr. Ste 300 Austin, TX 78729 Attn: Joe Tilson SUBJECT: zColo —Tukwila, WA Data Center Chiller Upgrade Project Construction Proposal Salutation]: ;Company Name]is pleased to provide our proposal to complete the zColo 3311 South 120`h Place, Tukwila, WA 98168 Data Center Chiller Upgrade project based upon plans and specifications dated 4th November 2016. The total amount including base bid and IFATITAlternate Numbers (if any)] is: $°[Total Proposal Amount (numeric)] Total Proposal Amount (written)]. Detailed Breakdown: Labor $[Labor Amount (numeric)] Material $[Material Amount (numeric)], Sub -Total (Less Taxes) $Sub -Total (numeric)] Taxes $';(Tax Amount (numeric)]. Total $LTotal (numeric)] Thank you for giving us the opportunity to present this information. We look forward to assisting you with this effort. Feel free to contact me if you have any questions. Sincerely, Company Name] Name] Title} Attachments PROPOSAL LETTER TEMPLATE C-1 of 1 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 11 00 — SUMMARY OF WORK PART 1 - GENERAL 1.01 SUMMARY: A. This Section summarizes the Work covered in detail in the complete Contract Documents. B. Owner: zColo is contracting for Work described in the Contract Documents. 1. Contract Identification: zColo Tukwila, WA Data Center Chiller Replacement Project. 2. Work Site Location: zColo Data Center, 3311 South 120th Place, Tukwila, WA 98168. C. Engineer/Architect: The Contract Documents were prepared by Burns & McDonnell Engineering Company, Inc., 9400 Ward Parkway, Kansas City, Missouri, 64114. 1.02 PROJECT DESCRIPTION: A. Description of Project: Chiller Replacement Project at the existing zColo's Tukwila, WA Data Center Facility. This Contract scope includes but not limited to the following: 1. Chiller Upgrade related to replacing the existing air cooled chillers and associated support work at the existing zColo's Tukwila, WA Data Center Facility. 1.03 CONTRACTOR'S USE OF PREMISES: A. Exclusive Use: During the construction period, Contractor shall have full use of the premises for execution of the Work. Use of premises is limited only by Owner's right to perform duties and functions. B. Conduct operations so as to ensure the least inconvenience to Owner. 1.04 OWNER'S USE OF PREMISES: A. Full Owner Occupancy: The Owner will occupy the Site and existing building during the entire construction period. Cooperate with the Owner during construction operations to minimize conflicts and facilitate Owner usage. Perform the Work so as not to interfere with the Owner's operations. 1.05 WORK SEQUENCE: A. General: Construction sequence shall be determined by Contractor subject to Owner's need for continuous operation of existing facilities. B. Continuous Service of Existing Facilities: Exercise caution and schedule operations to ensure that functioning of present facilities will not be disrupted. Shutdown of Owner's operating facilities to perform the Work shall be held to a minimum length of time and shall be coordinated with Owner who shall have control over the timing and schedules of such shutdowns. 1.06 LIST OF DRAWINGS (AND SCHEDULES): A. Contract Drawings: 1. Each sheet of Contract Drawings bears the following title: zColo Tukwila, WA Data Center Chiller Replacement Project. 2. Individual sheet numbers and titles are as stated on index sheet under "Contract Drawings." 011100-1 ZCCU-TWDC011100.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 11 00 — SUMMARY OF WORK: continued PART 2 - PRODUCTS - NOT APPLICABLE. PART 3 - EXECUTION - NOT APPLICABLE. END OF SECTION 01 11 00 011100-2 ZCCU-TWDC011100.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 13 00 — SPECIAL PROJECT PROCEDURES PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. The Work of this Project will be performed within or adjacent to an existing, functioning Data Center Facility containing essential, active, sensitive electronic equipment. Extreme care and caution shall be exercised to ensure that the construction Work does not cause any negative effect on the performance of the existing equipment. The Work of this Contract includes responsibility for any and all damage or loss of use of the existing Data Center Facility. B. Fire Detection and Suppression Systems: The Work will be performed within or adjacent to an existing Data Center Facility containing an existing dry -pipe preaction system. There will be considerable financial loss due to an unnecessary discharge of the existing dry -pipe preaction system. The Work of this Contract includes responsibility for damage or loss of use of the existing Data Center Facility caused by an unnecessary discharge of the dry -pipe preaction system. The Data Center and Electrical related spaces are also protected with an active Very Early Smoke Detection and Alarm (VESDA) system. Provide all precautions necessary to prevent activation of these systems. Outdoor air openings are to be protected from welding smoke and any other air borne contaminants that may cause gas suppression system activation. 1.02 SUMMARY OF WORK: A. Coordinate with the Bums & McDonnell and Data Center Operations Manager or staff. Orally inform the Data Center Operations Manager of each week's activities, including all construction activities or operations, and anticipated deliveries. Provide copies of all field reports, activity logs, and progress/status reports. B. Prepare Method of Procedures (MOPS) for all activities related to Critical Systems Work. Critical Systems Work is defined as any activity that has the potential to cause impact to either zColo equipment or a zColo customer. All Critical Systems Work should be performed in the maintenance window. The maintenance window is 11:00 p.m. through 7:00 a.m. (local time). For example, any work/investigation at the main electrical power source including transformers and/or main switch board, and HVAC related cutovers (ductwork, chilled water piping, refrigerant piping, piping tie-ins, etc. C. Downtime or interruption of Critical Systems SHALL be kept to an absolute minimum! If it is necessary to shut off or turn on any existing Data Center equipment, zColo's personnel must be requested to perform such actions. D. A MOP should be prepared and submitted two weeks prior to requested date of activity for non -maintenance window work that poses risk to zColo equipment or a zColo customer. An example would be any work/investigation that requires a distribution panel door to be removed, or similar item. E. The Contractor's (Burns & McDonnell) Superintendent (or approved alternative with the same supervisory authority) must be present at the Site at all times and including during all Critical Systems Work and all non -maintenance window work requiring a MOP. 1.03 FIELD CONDITIONS: A. Disabling of Alarm and Detection Systems: Under certain circumstances, and usually with continuous, full-time fire -watch services in place, the dry -pipe preaction system may be disabled. Coordinate with the zColo Data Center Operations Manager for procedures for activation and deactivation of these systems. B. Protection of Existing Underground Fuel Storage Tanks (if required): Provide temporary enclosures or barriers on all sides around existing underground fuel storage tank(s) at the 011300-1 ZCCU-TWDC011300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 13 00 — SPECIAL PROJECT PROCEDURES: continued Project Site. Utilize plastic, orange colored construction fencing, minimum 4 feet in height. Provide means for access to fuel tank for refilling and monitoring of capacity. Maintain fuel storage enclosure whenever any construction operations are being performed on the exterior of the building, to minimize risk of damage by vehicles and equipment. C. Special Requirements for zColo's Data Center Technical Facilities: 1. The entire Site and facility must remain secured from unauthorized access at all times. D. No one shall enter the existing building without permission of the zColo's Data Center Operations Manager. Identification badges shall be worn at all times. E. Existing concrete roof or floor slab cutting shall not proceed until proposed areas to be cut have been surveyed for the full depth of the concrete by x-ray scanning. Use of x-ray scanning equipment will be limited to the hours between 1:00 a.m. and 4:00 a.m., when zColo's employees are not present at the Site (coordinate with the zColo's Data Center Operations Manager). F. Schedule all interior demolition and cutting through existing walls after new construction and/or appropriate protection and temporary controls are in place. G. Absolutely no dust, water, or vibration will be allowed in the existing Data Center equipment area under any circumstances from any source, including, but not necessarily limited to construction operations. It is critical that controls and procedures are established and strictly enforced, as dust, water, or vibration can seriously damage the Data Centers equipment. H. Provide temporary protection of Data Center equipment, including but not necessarily limited to covering equipment with anti -static plastic sheeting, if there is a potential risk of damage from water infiltration due to construction operations. Protection of equipment shall be provided whenever earthwork is being removed from an underground structure, or whenever other Work is being performed on roofing systems or roof accessories above equipment, even if the risk of damage is minimal. I. Provide environmental controls during construction to protect existing HVAC fresh -air supplies or returns from dust or debris. Locate and protect applicable elements of the existing mechanical system prior to performing any operations affecting them. Maintain screens and/or filters so that HVAC equipment can operate normally. J. Hot work of any type (including roofing), performed either in an existing, operating facility or as a part of a new building yet under construction shall be performed in full accordance with requirements of zColo's "Hot Work Permit System." K. Obtain zColo's approval of a MOP before any hot work, including welding is performed inside the equipment area of an existing facility. No welding or brazing is permitted inside the building or where it may trigger a VESDA or smoke detector alarm, or dry -pipe preaction system activation. Miscellaneous soldering or welding may be permitted when proper precautions have been taken, including full disabling of the appropriate dry -pipe preaction system zone system, and posting of a fire -watch. L. Existing Fiber Optic Cable and Electrical Service: 1. Arrange for locating and marking zColo's fiber optic cable prior to any digging or Site drilling operations. Provide for at least 48 hours' notice to obtain a locator. M. Construction Work near Fiber Optic Cable or Electrical Service: All fiber optic cable, local phone lines, and the electric utility service lines shall be protected from damage. No Work is to proceed in and around any fiber optic cable without accurately locating these lines. All buried fiber optic cable or electric service feeders are to be field located by hand digging and probing. All trenching shall be performed by hand digging within fifteen feet of these services. zColo's Construction Representative must be present at all digging or work near fiber optic cables and electric services. 01 1300-2 ZCCU-TWDC011300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 13 00 — SPECIAL PROJECT PROCEDURES: continued N. Locate other utility services by notifying the applicable agencies. O. If unsure of existing Site conditions or the location of any existing utilities or services, stop Work and contact the zColo Data Center Operations Manager for guidance before proceeding. 1.04 METHOD OF PROCEDURE (MOP): A. MOPs are a detailed schedule of planned events which must be closely coordinated with zColo Data Center Operations. Please refer to and use the Sample MOP as a guide for preparing and submitting MOPs for review. B. MOPs shall be submitted to the zColo Data Center Operations Manager and Engineer for review and comments from appropriate parties. Upon approval of the MOP, Data Center Operations will submit the request for a CMC event. Confirmation must be received from Data Center Operations that the CMC (Change Management Control) has been approved and zColo personnel have been scheduled to be on Site. C. If the Contractor desires to make any changes to an approved MOP, he shall clearly state the change along with reasons for the change and present same to the zColo Data Center Operations Manager and Engineer. No deviations or changes shall be made without full written approval from the zColo Operation Manager. D. Perform a walk-through of the entire MOP with all parties involved, prior to commencing any MOP related activities. 1.05 TEMPORARY DUST BARRIERS: A. Provide temporary dust barriers to prevent the spread of dust and dirt to adjacent finished areas. Submit a written Method of Procedure (MOP) to the zColo Data Center Operations Manager and Engineer prior to installation of the temporary dust barrier, and obtain approval of the MOP before construction. zColo's Data Center Operations Representative will observe construction Work nearby and will verify that the dust partitions are performing adequately. Work may be stopped by the zColo Data Center Operations Manager if existing environmental or equipment systems are placed in jeopardy. Repair damaged barrier throughout construction activities and remove from the Site when barrier is no longer required. B. Construct temporary dust barrier with a framework of fire -retardant wood or metal stud framing at minimum 24 inches on center. Install minimum 8 mil thickness of fire-resistant PVC sheeting (flame spread rating of 15 or less) over framework, with all internal and perimeter joints taped or sealed air tight. Install minimum 1/2 inch thick fire -retardant plywood or 3/4 -inch thick fire -retardant particle board panels over exposed sides of the PVC sheeting, for protection from construction activities or zColo's occupancy. Do not interrupt existing air circulation to active Data Center equipment with temporary dust barriers. 1.06 TEMPORARY EQUIPMENT PROTECTION PLATFORMS: A. Provide temporary equipment protection platforms whenever Work will be performed above existing Data Center equipment or wiring. Submit a written Method of Procedure (MOP) to the zColo Data Center Operations Manager prior to installation of the temporary platform, and obtain approval of the MOP before construction. zColo's Data Center Operations Representative will observe construction Work above the platform and will verify that the protection means are performing adequately. Work may be stopped by the zColo Data Center Operations Manager if any existing Data Centers equipment is placed in jeopardy. Repair damaged platforms throughout construction activities and remove from the Site when it is no longer required. 011300-3 ZCCU-TWDC011300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 13 00 — SPECIAL PROJECT PROCEDURES: continued B. Construct temporary equipment protection platform utilizing a minimum 3/4 -inch thick fire - retardant plywood panel on a framework of fire -retardant wood framing or metal framing. Support framework from floor without attaching to existing equipment. Provide toe boards to prevent tools and debris from falling into equipment cabinets, and provide railings necessary for safety of workers. C. Tool belts above the cable rack are not allowed (i.e., prevent accidental tool(s) from dropping uncontrollable). 1.07 REQUIRED TEMPORARY SYSTEMS: A. Provide temporary electrical power for 100% of the total electrical loads affected during all shut -downs of existing power. B. Provide temporary cooling systems prior to deactivation of any primary or standby cooling system serving existing Data Center equipment. C. Do not shut down existing HVAC systems in the Data Centers equipment area under any circumstances without a temporary cooling system. D. All extension cords shall have GFI protection. PART 2- PRODUCTS 2.01 Anti -Static Sheeting: "Velostat" film # 1766 STATIC LOC (available in 72 -inch by 500 -foot rolls from Graybar) or equivalent anti -static plastic sheeting material. PART 3 - EXECUTION 3.01 Review Site conditions and factors which special Project Procedures may be affected by execution of the Work. END OF SECTION 01 13 00 011300-4 ZCCU-TWDC011300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 31 00 — PROJECT COORDINATION AND MEETINGS PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes administrative provisions for coordinating construction operations on Project including, but not limited to, the following: 1. Project meetings. 2. Requests for information (RFIs). B. Related Work Specified Elsewhere: 1. Section 013200 for preparing and submitting Contractor's construction progress schedule. 2. Section 013300 for Submittal Requirements. 3. Section 017800 for coordinating closeout of the Contract. 1.02 DEFINITIONS: A. RFI: Request for information prepared by Contractor and submitted to Engineer seeking interpretation or clarification of the Contract Documents. 1.03 COORDINATION: A. Coordination: Coordinate construction operations included in different sections of the Specifications to ensure efficient and orderly installation of each part of the Work. Coordinate construction operations, included in different sections that depend on each other for proper installation, connection, and operation. 1. Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation. 2. Coordinate installation of different components with other contractors to allow optimum accessibility for required maintenance, service, and repair. 3. Make adequate provisions to accommodate items scheduled for later installation. 4. Where availability of space is limited, coordinate installation of different components to allow optimum performance and accessibility for required maintenance, service, and repair of all components, including mechanical and electrical. B. Prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and list of attendees at meetings. 1. Prepare similar memoranda for Owner and separate contractors if coordination of their Work is required. C. Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities and activities of others to avoid conflicts and to ensure orderly progress of the Work. Such administrative activities include, but are not limited to, the following: 1. Preparation of construction progress schedule. 2. Preparation of the schedule of values. 3. Installation and removal of temporary facilities and controls. 4. Delivery and processing of Submittals. 5. Progress meetings. 6. Pre -installation conferences. 7. Project closeout activities. 8. Startup and adjustment of systems. 9. Project closeout activities. 013100-1 ZCCU-TWDC013100.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 31 00 — PROJECT COORDINATION AND MEETINGS: continued 1.04 PROJECT MEETINGS: A. Full Owner Occupancy: The Owner will occupy the Site and existing building during the entire construction period. Preconstruction Conference: 1. Engineer and/or Owner will conduct a meeting within 30 days after the Effective Date of the Agreement, to review items stated in the following agenda and to establish a working understanding between the parties as to their relationships during performance of the Work. 2. Preconstruction conference shall be attended by: a. Representative(s) of Contractor including Contractor's superintendent. b. Engineer. c. Representative(s) of Owner. d. At Owner's option, representatives of principal Subcontractors and Suppliers. 3. Meeting Agenda: a. Construction schedules. b. Phasing. c. Critical Work sequencing and long -lead items. d. Designation of key personnel and their duties; lines of communication. e. Project coordination. f. Procedures and Processing of: (1) RFIs. (2) Field decisions. (3) Substitutions. (4) Submittals. (5) Change Orders. (6) Applications for Payment. g. Procedures for testing. h. Procedures for preparing and maintaining record documents. i. Use of Premises: (1) Office, work, storage, laydown, and parking areas. (2) Owner's requirements. (3) Work restrictions and hours. j. Construction facilities, controls, and construction aids. k. Temporary utilities. 1. Safety and first-aid. m. Security. n. Deliveries of Equipment and Materials. 4. Location of Meeting: At or near the Project Site. 5. Reporting: a. Within 3 working days after the meeting, Engineer will prepare and distribute minutes of the meeting to Owner and Contractor. b. Contractor shall provide copies to Subcontractors and major Suppliers. B. Coordination Schedules: 1. Engineer will conduct a meeting at least 10 days before submission of the first Application for Payment to finalize the initial coordination schedules requested under Section 013200 - Construction Progress Schedules and Reports. 2. The meeting shall be attended by: a. Representative(s) of Contractor including Contractor's superintendent. b. At Owner's option, representatives of principal Subcontractors and Suppliers. 01 31 00 - 2 ZCCU-TWDC013100.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 31 00 — PROJECT COORDINATION AND MEETINGS: continued c. Engineer. d. Representative(s) of Owner. C. Construction Progress Meetings: 1. Engineer will schedule and conduct a meeting at least monthly and at other times requested by Engineer. Representatives of the Owner, Engineer, and Contractor shall be present at each meeting. With Engineer's concurrence, Contractor may request attendance by representatives of Subcontractors, Suppliers, or other entities concerned with current program or involved with planning, coordination, or performance of future activities. All participants in the meeting shall be familiar with the Project and authorized to conclude matters relating to the Work. 2. Contractor and each Subcontractor represented shall be prepared to discuss the current construction progress report and any anticipated future changes to the schedule. Each Subcontractor shall comment on the schedules of Contractor and other Subcontractors and advise if their current progress or anticipated activities are compatible with that Subcontractor's Work. 3. If one Subcontractor is delaying another, Contractor shall issue such directions as are necessary to resolve the situation and promote construction progress. 4. Meeting Agenda: a. Review of construction progress since previous meeting. b. Field observations, interface requirements, conflicts. c. Issues which may impede construction schedule. d. Off -Site fabrication. e. Delivery schedules. f. Submittal schedules and status. g. Site use; coordination with other contractors. h. Temporary facilities, controls, and services. i. Hours of Work. j. Hazards and risks. k. Housekeeping. 1. Quality and Work standards. m. RFIs. n. Status of Change Orders. o. Documentation of information for payment requests. p. Corrective measures and procedures to regain construction schedule if necessary. q. Revisions to construction schedule. r. Review of proposed activities for succeeding Work period. s. Review proposed Contract modifications for: (1) Effect on construction schedule and on completion date. t. Other business. 5. Location of Meetings: At or near Project Site. 6. Reporting: a. Within 3 working days after each meeting, Engineer will prepare and distribute minutes of the meeting to Owner and Contractor. b. Contractor shall distribute copies to principal Subcontractors and Suppliers. 01 31 00 - 3 ZCCU-TWDC013100.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 31 00 — PROJECT COORDINATION AND MEETINGS: continued 1.05 REQUESTS FOR INFORMATION (RFIS): A. Procedure: Promptly on discovery of the need for interpretation of the Contract Documents, and if not possible to request interpretation at Project meeting, prepare and submit an RFI with the content specified. 1. RFIs shall originate with Contractor. RFIs submitted by entities other than Contractor will be returned with no response. 2. Coordinate and submit RFIs in a prompt manner so as to avoid delays in Contractor's Work or work of Subcontractors. B. Content of the RFI: Include a detailed, legible description of item needing interpretation and the following: 1. Project name. 2. Date. 3. Name of Contractor. 4. Contract number and title. 5. Name of Engineer. 6. RFI number, numbered sequentially. 7. Specification section number and title and related paragraphs, as appropriate. 8. Drawing number and detail references, as appropriate. 9. Field dimensions and conditions, as appropriate. 10. Contractor's suggested solution(s). If Contractor's solution(s) impact the Contract Times or the Contract Price, Contractor shall state impact in the RFI. 11. Contractor's signature. 12. Attachments: Include drawings, descriptions, measurements, photos, product data, Shop Drawings, and other information necessary to fully describe items needing interpretation. C. Software -Generated RFIs: Software -generated form with substantially the same content as indicated above. 1. Attachments shall be electronic files in Adobe Acrobat PDF format. D. Engineer's Action: Engineer will review each RFI, determine action required, and return it. Allow 5 working days for Engineer's response for each RFI. RFIs received after 1:00 p.m. local time will be considered as received the following working day. 1. The following RFIs will be returned without action: a. Requests for approval of Submittals. b. Requests for approval of substitutions. c. Requests for coordination information already indicated in the Contract Documents. d. Requests for adjustments in the Contract Times or the Contract Price. e. Requests for interpretation of Engineer's actions on Submittals. f. Incomplete RFIs or RFIs with numerous errors. 2. Multiple RFIs addressing similar or identical issues may be addressed by Engineer with a single broad response. 3. Engineer's action may include a request for additional information, in which case Engineer's time for response will start again upon Contractor's response and resubmittal. 4. If Contractor believes the RFI response warrants change in the Contract Times or the Contract Price, notify Engineer in writing within 10 days of receipt of the RFI response. E. On receipt of Engineer's action, update the RFI log and promptly distribute the RFI response to affected parties. Review response and notify Engineer within 5 days if Contractor disagrees with response. 01 31 00 - 4 ZCCU-TWDC013100.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 31 00 — PROJECT COORDINATION AND MEETINGS: continued F. RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI number. Submit log weekly electronic log with not less than the following: 1. Project name. 2. Name and address of Contractor. 3. Contractor representative name and telephone number. 4. Name and address of Engineer. 5. RFI number including RFIs that were dropped and not submitted. 6. RFI description. 7. Date the RFI was submitted. 8. Date Engineer's response was received. 9. Identification of related Field Order, Work Change Directive, and Proposal Request as appropriate. PART 2 - PRODUCTS - NOT APPLICABLE. PART 3 - EXECUTION - NOT APPLICABLE. END OF SECTION 01 31 00 01 31 00 - 5 ZCCU-TWDC013100.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 32 00 — CONSTRUCTION PROGRESS SCHEDULES AND REPORTS PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes administrative and procedural requirements for documenting the progress of construction during performance of the Work, including the following: 1. Preliminary construction progress schedule. 2. Construction progress schedule. 3. Schedule of Submittals. 4. Schedule of values. 5. Construction progress reports. 6. Daily construction reports. 7. Equipment and Material location reports. 8. Field condition reports. 9. Special reports. B. Related Work Specified Elsewhere: 1. Section 013100 - Project Coordination and Meetings for submitting and distributing meeting and conference minutes. 2. Section 013300 - Submittals for submitting schedules and reports. 1.02 REFERENCES: A. Associated General Contractors of America (AGC): 1. Construction Planning and Scheduling. 1.03 DEFINITIONS: A. Activity: A discrete part of a contract that can be identified for planning, scheduling, monitoring, and controlling the construction Work. Activities included in a construction schedule consume time and resources, but shall not include planned work stoppages. Activities shall not normally reflect the Work of more than one trade. 1. Critical activities are activities on the critical path and have zero or negative float. Critical activities must start and finish on the planned early start and finish times. 2. Predecessor Activity: An activity that precedes another activity in the Data Center. 3. Successor Activity: An activity that follows another activity in the Data Center. B. "Baseline" Schedule: The schedule submitted and accepted by Engineer for the Work. C. Cost Loading: The allocation of the schedule of values for the completion of an activity as scheduled. The sum of costs for all activities must equal the total Contract Price, unless otherwise approved by Engineer. D. Critical Path: The longest connected chain of interdependent activities through the Data Center schedule that establishes the minimum overall Contract duration and contains no float. E. Event: The starting or ending point of an activity. An event has no duration. F. Float: The measure of leeway in starting and completing an activity. 1. Float time is not for the exclusive use or benefit of either Owner or Contractor, but is a jointly owned, expiring Project resource available to both parties as needed to meet schedule milestones and Contract completion date. 2. Free float is the amount of time an activity can be delayed without adversely affecting the early start of the successor activity. 3. Total float is the measure of leeway in starting or completing an activity without adversely affecting an intermediate deadline or the planned Contract completion date. 01 32 00 - 1 ZCCU-TWDC013200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 32 00 — CONSTRUCTION PROGRESS SCHEDULES AND REPORTS: continued G. Fragnet: A partial or fragmentary Data Center that breaks down activities into smaller activities for greater detail. H. Milestone: A key or critical point in time for reference or measurement. A milestone has no duration. I. Data Center Diagram: A graphic diagram of a Data Center schedule, showing activities and activity relationships. J. Resource Loading: The allocation of manpower and equipment necessary for the completion of an activity as scheduled. 1.04 SUBMITTALS: A. Schedule of Submittals: Submit in specified electronic format. Arrange the following information in a tabular format: 1. Scheduled date for first submittal. 2. Section number and title. 3. Submittal category (technical or informational). 4. Name of Subcontractor or Supplier. 5. Description of the Work covered. 6. Scheduled date for Engineer's final release or approval. B. Preliminary Construction Progress Schedule: Submit in specified electronic format. 1. Approval of cost -loaded preliminary construction schedule will not constitute approval of schedule of values for cost -loaded activities. C. Schedule of Values: Submit with initial construction progress schedule to Engineer for review and approval in specified electronic format. D. Construction Progress Reports: Submit electronically at bi-weekly intervals. E. Daily Construction Reports: Submit electronically at weekly intervals. F. Material Location Reports: Submit electronically at bi-weekly intervals. G. Field Condition Reports: Submit electrically at time of discovery of differing conditions. H. Special Reports: Submit electronically at time of unusual event. PART 2 - PRODUCTS 2.01 SCHEDULE OF SUBMITTALS: A. Preparation: Submit a schedule of Submittals, arranged in chronological order by dates required by construction progress schedule. Include time required for review, resubmittal, ordering, manufacturing, fabrication, and delivery when establishing dates as required in Section 013300 - Submittals. 1. Coordinate Submittals schedule with list of subcontracts, the schedule of values, and "Baseline" construction progress schedule. 2. Initial Submittal: Submit concurrently with preliminary bar -chart schedule. Include Submittals required during the first 30 days of construction. List those required to maintain orderly progress of the Work and those required early because of long lead time for manufacture or fabrication. 2.02 CONTRACTOR'S CONSTRUCTION PROGRESS SCHEDULE, GENERAL: A. Time Frame: Extend schedule from date established in the Notice to Proceed to date of Substantial Completion. 1. Contract completion date shall not be changed by submission of a schedule that shows an early completion date, unless specifically authorized by Change Order. 01 3200-2 ZCCU-TWDC013200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 32 00 — CONSTRUCTION PROGRESS SCHEDULES AND REPORTS: continued B. Activities: Treat each building floor or separate area as a separate numbered activity for each principal element of the Work. Comply with the following: 1. Activity Duration: Define activities so no activity is longer than 5 calendar days, unless specifically allowed by Engineer. a. Procurement Activities: Include procurement process activities for the following long lead items and major items, requiring a cycle of more than 30 days, as separate activities in schedule. 2. Submittal Review Time: Include review and resubmittal times indicated in Section 013300 - Submittals in schedule. Coordinate Submittal review times in Contractor's construction progress schedule with schedule of Submittals. 3. Startup and Testing Time: Include not less than 14 days for startup and testing. 4. Substantial Completion: Indicate completion in advance of date established for Substantial Completion, and allow time for Engineer's administrative procedures necessary for certification of Substantial Completion. C. Milestones: Include milestones indicated in the Contract Documents in schedule, including, but not limited to, the Notice to Proceed, Substantial Completion, and Final Completion. D. Cost Correlation: At the head of schedule, provide a cost correlation line, indicating planned and actual costs. On the line, show dollar volume of the Work performed as of dates used for preparation of payment requests. E. Contract Modifications: For each proposed Contract modification and concurrent with its submission, prepare a time -impact analysis using fragnets to demonstrate the effect of the proposed change on the overall schedule. F. Computer Software: At Contractor's option, prepare schedules using a program that has been developed specifically to manage construction schedules and is acceptable to Engineer: 1. Primavera. 2. SureTrak. 3. Engineer -approved equal. 2.03 PRELIMINARY CONSTRUCTION PROGRESS SCHEDULE: A. Bar -Chart Schedule: Submit preliminary horizontal bar -chart -type construction schedule within 7 days of date established in the Notice to Proceed. 1. Preparation: Indicate each significant construction activity separately. Identify first workday of each week with a continuous vertical line. Outline significant construction activities for first 30 days of construction. Include skeleton diagram for the remainder of the Work. B. Preliminary Schedule of Values: 1. Initiate a preliminary value assigned to each significant construction activity. 2. Values shall give an indication of cash requirement prediction, with total equal to Contract Price. 3. Submit within 10 days of Effective Date of Contract to Engineer and Owner for review. 2.04 CONSTRUCTION PROGRESS SCHEDULE: A. Gantt -Chart Schedule: After submittal of preliminary construction progress schedule as stated above, submit a detailed construction progress schedule within 30 days after the Notice to Proceed. Base the schedule on the preliminary construction progress schedule and incorporate review comments and other feedback. B. The schedule shall show the Work in a horizontal bar chart or other graphic format suitable for displaying scheduled and actual progress. 01 3200-3 ZCCU-TWDC013200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 32 00 — CONSTRUCTION PROGRESS SCHEDULES AND REPORTS: continued 1. The schedule shall indicate phases of the Work, starting date, interim milestones, and dates of Substantial Completion and Final Completion. 2. Breakdown Work phases into separate time bar for each significant construction activity entry, with dates Work is expected to begin and be completed. Within each time bar, indicate estimated completion percentage in 10% increments. 3. Scale and spacing shall allow room for notation and revisions. 4. Sheet Size: Minimum 11 by 17 inches. C. Provide subschedules to define in more detail critical portions of schedules, including inspections and tests. D. Coordinate construction progress schedule with schedule of values, schedule of Submittals schedule, procurement schedule, progress reports, and payment requests. E. Engineer will review and comment on construction progress schedule and, upon agreement between Engineer and Contractor on necessary changes: 1. Contractor shall distribute copies as specified of the accepted "baseline" schedule to Engineer. Contractor shall provide additional copies to Subcontractors and other parties required to comply with scheduled dates, one copy to each party. F. Revise the construction progress schedule after each meeting, event, or activity where revisions have been recognized and accepted to reflect impacts of new developments on the schedule. G. Update and submit electronically to Engineer of the revised schedule at least once each month to show actual progress compared to the originally accepted "baseline" schedule and any proposed changes in the schedule of remaining Work. Include with construction progress report. 2.05 SCHEDULE OF VALUES: A. Based on the preliminary draft schedule of values, reviewed by Engineer (and Owner), submit finalized schedule of values acceptable to Engineer as to form and basic details. Submit final within 30 days after Notice to Proceed. B. Coordinate preparation of schedule of values with preparation and content of construction progress schedule. C. Content: 1. Schedule shall list the installed value of the component parts of the Work in sufficient detail to serve as a basis for computing values for progress payments during construction. 2. Follow the construction progress schedule breakdown of Work activities as format for listing component items and assigning values. 3. For each major line item, list subvalues of major products or operations under the item. a. Each item shall include a directly proportional amount of the Contractor's overhead and profit. b. For items on which progress payments will be requested for stored materials received, but not installed, break down the value into: (1) The cost of the materials, delivered and unloaded, including taxes paid unless taxes are exempted. (2) The total installed value. c. The sum of all values listed in the schedule shall equal the total Contract Price. 2.06 REPORTS: A. Construction Progress Reports: 1. Submit a report on actual construction progress on a bi-weekly basis. More frequent reports may be required should the Work fall behind the accepted schedule. 01 3200-4 ZCCU-TWDC013200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 32 00 — CONSTRUCTION PROGRESS SCHEDULES AND REPORTS: continued a. Submit a weekly report (and three-week look -ahead schedule) to coordinate with and supplement the bi-weekly construction progress report and which details Work scheduled for the following one-week interval, including: (1) Work activities which will occur. (2) Number and size of crews. (3) Major items of Equipment and Material to be installed. b. Format shall be on 8-1/2- by 11- or 11- by 17 -inch paper, submitted to Engineer and Owner electronically. 2. Bi -weekly construction progress reports shall consist of the revised construction progress schedule and a narrative report which shall include but not be limited to the following: a. Comparison of actual progress to planned progress shown on originally accepted schedule. b. Summary of activities completed since the previous construction progress report. c. Summary of activities planned for next reporting period. d. Planned, earned, and spent earned value analysis for the month. e. Identification of problem areas. f. A description of current and anticipated delaying factors, if any. g. Impact of possible delaying factors. h. Proposed corrective actions. 3. Submit a construction progress report to Engineer with each application for partial payment. Work reported complete but not readily apparent to Engineer must be substantiated with supporting data when requested by Engineer. 4. If a schedule update reveals that, through no fault of Owner, the Work is likely to be completed later than the Contract completion date, Contractor shall: a. Establish a plan for making up lost time. (1) Increase number of workers. (2) Increase amount or kinds of tools. (3) Work overtime or additional shifts. (4) A combination of 2 or more of the above 3 actions. b. Submit plan to Owner and Engineer before implementing the plan. c. Take actions as necessary to get the Work back on schedule at no additional cost to Owner. B. Daily Construction Reports: Prepare a daily construction report recording the following information concerning events at Project Site: 1. List of Subcontractors at Project Site. 2. List of separate contractors at Project Site. 3. Approximate count of personnel at Project Site. 4. Equipment at Project Site. 5. Material deliveries. 6. High and low temperatures and general weather conditions. 7. Accidents. 8. Meetings and significant decisions. 9. Unusual events (refer to special reports). 10. Stoppages, delays, shortages, and losses. 11. Emergency procedures. C. Equipment and Material Location Reports: At bi-weekly intervals, prepare and submit a comprehensive list of Equipment and Materials delivered to and stored at Project Site. List shall be cumulative, showing Equipment and Materials previously reported plus items recently 013200-5 ZCCU-TWDC013200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 32 00 — CONSTRUCTION PROGRESS SCHEDULES AND REPORTS: continued delivered. Include with list a statement of progress on and delivery dates for Materials or items of Equipment fabricated or stored away from Project Site. D. Field Condition Reports: Promptly on discovery of a difference between field conditions and the Contract Documents, prepare and submit a detailed report. Submit with a request for information (RFI). Include a detailed description of the differing conditions, together with recommendations for changing the Contract Documents. E. Special Reports: 1. General: Submit special reports directly to Owner within one day of an occurrence. Distribute copies of report to parties affected by the occurrence. 2. Reporting Unusual Events: When an event of an unusual and significant nature occurs at Project Site, whether or not related directly to the Work, prepare and submit a special report. List chain of events, persons participating, response by Contractor's personnel, evaluation of results or effects, and similar pertinent information. Advise Owner in advance when these events are known or predictable. PART 3 - EXECUTION 3.01 CONSTRUCTION PROGRESS SCHEDULE: A. Construction Progress Schedule Updating: At bi-weekly intervals, update schedule to reflect actual construction progress and activities. Issue schedule one week before each regularly scheduled construction progress meeting. 1. As the Work progresses, indicate actual completion percentage for each activity. B. Distribution: Distribute copies of accepted schedule to Engineer, Owner, separate contractors, testing and inspecting agencies, and other parties identified by Contractor with a need -to -know schedule responsibility. 1. When revisions are made, distribute updated schedules to the same parties, and post in the same locations. Delete parties from distribution when they have completed their assigned portion of the Work and are no longer involved in performance of construction activities. END OF SECTION 01 32 00 01 32 00 - 6 ZCCU-TWDC013200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes definitions, descriptions, transmittal, and review of Submittals. B. Related Work Specified Elsewhere: 1. Section 013200 - Construction Progress Schedules and Reports. 2. Section 013100 - Project Coordination and Meetings. 3. Section 017800 - Contract Closeout. 1.02 GENERAL INFORMATION: A. Definitions: 1. Shop Drawings and product data are technical Submittals prepared by Contractor, Subcontractor, manufacturer, or Supplier and submitted by Contractor to Engineer as a basis for approval of the use of Equipment and Materials proposed for incorporation in the Work or needed to describe installation, operation, maintenance, or technical properties, as specified in each Division of the Specifications. a. Shop Drawings include custom -prepared data of all types including drawings, diagrams, performance curves, material schedules, templates, instructions, and similar information not in standard electronic PDF form applicable to other projects. b. Product data includes standard electronic PDF information on materials, products, and systems; not custom -prepared for this Project, other than the designation of selections from available choices. 2. Informational Submittals are those technical reports, administrative Submittals, certificates, and guarantees not defined as Shop Drawings or product data. a. Technical reports include laboratory reports, tests, technical procedures, technical records, and Contractor's design analysis. b. Administrative Submittals are those nontechnical Submittals required by the Contract Documents or deemed necessary for administrative records. These Submittals include maintenance agreements, Bonds, Project photographs, physical work records, statements of applicability, copies of industry standards, Project record data, schedules, security/protection/safety data, and similar type Submittals. c. Certificates and guarantees are those Submittals on Equipment and Materials where a written certificate or guarantee from the manufacturer or Supplier is called for in the Specifications. 3. Refer to Articles 1.03 and 1.04 of this Part for detailed lists of Submittals and specific requirements. B. Quality Requirements: 1. Submittals such as Shop Drawings and product data shall be of suitable quality for legibility and reproduction purposes. Every line, character, and letter shall be clearly legible. Drawings such as reproducibles shall be useable for further reproduction to yield legible hard copy. 2. Documents submitted to Engineer that do not conform to specified requirements shall be subject to rejection by Engineer, and upon request by Engineer, Contractor shall resubmit conforming documents. If conforming Submittals cannot be obtained, such documents shall be retraced, redrawn, or photographically restored as may be necessary to meet such requirements. Contractor's (or its Subcontractor's) failure to initially satisfy the legibility 01 33 00 - 1 ZCCU-TWDC013300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS: continued quality requirements will not relieve Contractor (or its Subcontractors) from meeting the required schedule for Submittals. C. Language and Dimensions: 1. All words and dimensional units shall be in the English language. D. Submittal Completeness: 1. Submittals shall be complete with respect to dimensions, design criteria, materials of construction, and other information specified to enable Engineer to review the information effectively. 2. Where standard drawings are furnished which cover a number of variations of the general class of Equipment, each drawing shall be annotated to indicate exactly which parts of the drawing apply to the Equipment being furnished. Use hatch marks to indicate variations that do not apply to the Submittal. The use of "highlighting markers" will not be an acceptable means of annotating Submittals. Annotation shall also include proper identification of the Submittal permanently attached to the drawing. 3. Reproductions or copies of Contract Drawings or portions thereof will not be accepted as complete fabrication or erection drawings. Contractor may use a reproduction of Contract Drawings for erection drawings to indicate information on erection or to identify detail drawing references. Whenever the Drawings are revised to show this additional Contractor information, Engineer's title block shall be replaced with Contractor's title block, and Engineer's professional seal shall be removed from the drawing. Contractor shall revise these erection drawings for subsequent Engineer revisions to the Contract Drawings. 1.03 TECHNICAL SUBMITTALS: A. Items shall include, but not be limited to, the following: 1. Manufacturer's specifications. 2. Catalogs, or parts thereof, of manufactured Equipment. 3. Shop fabrication and erection drawings. 4. General outline drawings of Equipment showing overall dimensions, location of major components, weights, and location of required building openings and floor plates. 5. Detailed Equipment installation drawings, showing foundation details, anchor bolt sizes and locations, baseplate sizes, location of Owner's connections; and all clearances required for erection, operation, and disassembly for maintenance. 6. Schematic diagrams for electrical items, showing external connections, terminal block numbers, internal wiring diagrams, and one -line diagrams. 7. Bills of material and spare parts list. 8. Instruction books and operating manuals. 9. Material lists or schedules. 10. Performance tests on Equipment by manufacturers. 11. Concrete mix design information. 12. Samples and color charts. 13. All drawings, catalogs or parts thereof, manufacturer's specifications and data, Samples, instructions, and other information specified or necessary: a. For Engineer to determine that Equipment and Materials conform with the design concept and comply with intent of the Contract Documents. b. For proper erection, installation, operation, and maintenance of Equipment and Materials which Engineer will review for general content but not for basic details. 01 33 00 - 2 ZCCU-TWDC013300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS: continued c. For Engineer to determine what supports, anchorages, structural details, connections, and services are required for Equipment and Materials, and effects on contiguous or related structures and Equipment and Materials. B. Schedule of Submittals: 1. Prepare for Engineer's concurrence, a schedule for submission of all Submittals specified or necessary for Engineer's approval of the use of Equipment and Materials proposed for incorporation in the Work or needed for proper installation, operation, or maintenance. Submit the schedule with the procurement schedule and construction progress schedule. Schedule submission of all Submittals to permit review, fabrication, and delivery in time so as to not cause a delay in the Work of Contractor or its Subcontractors or any other contractors as described in the Contract Documents. 2. In establishing schedule for Submittals, allow 20 days in Engineer's office for reviewing original Submittals and 15 days in Engineer's office for reviewing resubmittals. 3. Submittals requiring revision shall be resubmitted within 21 days after receipt of Engineer's review notations. 4. The schedule shall indicate the anticipated dates of original submission for each item and Engineer's approval thereof, and shall be based upon at least one resubmission of each item. 5. Schedule all Submittals required prior to fabrication or manufacture for submission within 30 days of the Notice to Proceed. Schedule Submittals pertaining to storage, installation, and operation at the Site for Engineer's approval prior to delivery of the Equipment and Materials. 6. Resubmit Submittals the number of times required for Engineer's "Submittal Approved." However, any need for resubmittals in excess of the number set forth in the accepted schedule, or any other delay in obtaining approval of Submittals, will not be grounds for extension of the Contract Times, provided Engineer completes its reviews within the times specified. 7. Where a Submittal is required by the Contract Documents or the accepted schedule of Submittals, any related Work performed prior to Engineer's review and approval of the pertaining Submittal will be at the sole expense and responsibility of Contractor. C. Transmittal of Submittals: 1. All Submittals (Shop Drawings and product data) for Equipment and Materials furnished by Contractor, Subcontractors, manufacturers, and Suppliers shall be submitted to Engineer by Contractor. 2. After checking and verifying all field measurements, transmit all Submittals to Engineer for approval as follows: a. Submittal Information Block: (1) Affix to all paper copies whether Submittal is prepared by Contractor, Subcontractor, or Supplier. Use transparent decal type Submittal Information Blocks for Shop Drawings and use gummed paper type for product data and Sample Submittals. (2) Electronic files of Submittal Information Blocks will be provided to Contractor for use on electronic Submittals. b. Mark each Submittal by Project name and number, Contract title and number, and applicable Specification Section and Article number. Include in the letter of transmittal the Drawing number and title, sheet number (if applicable), revision number, and electronic filename (if applicable). Unidentifiable Submittals will be returned for proper identification. 013300-3 ZCCU-TWDC013300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS: continued c. Check and approve Submittals of Subcontractors, Suppliers, and manufacturers prior to transmitting them to Engineer. Contractor's submission shall constitute a representation to Owner and Engineer that Contractor approves Submittals and has determined and verified all design criteria, quantities, dimensions, field construction and installation criteria, materials, catalog numbers, compliance with Laws and Regulations, and similar data, and Contractor assumes full responsibility for doing so; and Contractor has coordinated each Submittal with the requirements of the Work and the Contract Documents. d. At the time of each submission, call to the attention of Engineer in the letter of transmittal any deviations from requirements of the Contract Documents. e. Make all modifications noted or indicated by Engineer and return the required number of revised Submittals until approved. Direct specific attention in writing, or on revised Submittals, to changes other than the modifications called for by Engineer on previous Submittals. After paper copy Submittals have been approved, submit copies thereof for final distribution. Previously approved Submittals transmitted for final distribution will not be further reviewed and are not to be revised. If errors are discovered during manufacture or fabrication, correct the Submittal and resubmit for review. f. Following completion of the Work and prior to final payment, furnish record documents and approved Samples and Shop Drawings necessary to indicate "as constructed" conditions, including field modifications, in the number of copies specified. Furnish additional copies for insertion in Equipment instruction books and operating manuals as required. All such copies shall be clearly marked "PROJECT RECORD." (1) Submit a final record copy of the Master Field Drawing list which shall indicate the final revision status of each drawing on the list. g. Keep a copy or sample of each Submittal in good order at the Site. 3. Quantity Requirements: a. Except as otherwise specified, transmit all Shop Drawings in the following quantities: (1) Initial Submittal: (a) Electronic - Adobe Acrobat PDF format to Engineer and Owner. (b) Electronic submittal will be returned back to Contractor and Owner electronically after review is completed. (2) Resubmittals: (a) Electronic - Adobe Acrobat PDF format to Engineer and Owner. (b) Electronic submittal will be returned back to Contractor and Owner electronically after review is completed. (3) Submittal for final distribution: (a) Electronic - Adobe Acrobat PDF format to Engineer and Owner. (b) Electronic submittal will be returned back to Contractor and Owner electronically after review is completed. (4) As -constructed documents: (a) Paper - 1 copy to Engineer. (b) Electronic - (Color scanned Adobe Acrobat PDF format - submit to both Owner and Engineer). b. Transmit Submittals of product data as follows: (1) Initial Submittal: 01 33 00 - 4 ZCCU-TWDC013300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS: continued (a) Electronic - Adobe Acrobat PDF format to Engineer and Owner. (b) Electronic submittal will be returned back to Contractor and Owner electronically after review is completed. (2) Resubmittals: (a) Electronic - Adobe Acrobat PDF format to Engineer and Owner. (b) Electronic submittal will be returned back to Contractor and Owner electronically after review is completed. (3) Submittal for final distribution: (a) Electronic - Adobe Acrobat PDF format to Engineer and Owner. (b) Electronic submittal will be returned back to Contractor and Owner electronically after review is completed. c. Transmit Submittals of Equipment instruction books and operating manuals as follows: (1) Initial Submittal: (a) Electronic PDF format copy to Engineer. One copy will be returned to Contractor. (2) Resubmittals: (a) Electronic PDF format copy to Engineer. One copy will be returned to Contractor. (3) Submittal for Final Distribution - 1 Electronic PDF format copy to Engineer. (4) Submittal for Final Distribution - Upon Engineer's written authorization, Contractor to submit 1 hard copy and 3 electronic CD sets. Distribution will include 1 to zColo, 1 to the Site (including the 1 hard copy set), and 1 to the Engineer (Burns & McDonnell). d. Owner may copy and use for internal operations and staff training purposes any and all document Submittals required by this Contract and approved for final distribution, whether or not such documents are copyrighted, at no additional cost to Owner. If permission to copy any such Submittal for the purposes stated is unreasonably withheld from Owner by Contractor or any Subcontractor, manufacturer, or Supplier, Contractor shall provide to Engineer 20 copies plus the number of copies required by Contractor at each final distribution issue. D. Engineer's Review: 1. Engineer will review and take appropriate action on Submittals in accordance with the accepted schedule of Submittals. Engineer's review and approval will be only to determine if the items of Equipment and Materials covered by the Submittals will, after installation or incorporation in the Work, conform to information given in the Contract Documents and be compatible with the design concept of the completed Project as a functioning whole as indicated by the Contract Documents. 2. Engineer's review and approval will not extend to design data reflected in Submittals which is peculiarly within the special expertise of Contractor or Contractor's Subcontractors or Suppliers. Review and approval of a component item as such will not indicate approval of the assembly in which the item functions. 3. Engineer's review and approval of Shop Drawings, product data, or Samples will not relieve Contractor of responsibility for any deviation from requirements of the Contract Documents unless Contractor has in writing called Engineer's attention to such deviation at the time of submission, and Engineer has given written concurrence in and approval of the specific deviation. Approval by Engineer shall not relieve Contractor from responsibility for errors or omissions in Submittals. 013300-5 ZCCU-TWDC013300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS: continued E. Submittal Action Stamp: 1. Engineer's review action stamp, appropriately completed, will appear on all Submittals of Contractor when returned by Engineer. Review status designations listed on Engineer's action stamp are defined as follows: A - SUBMITTAL APPROVED: Signifies Equipment or Material represented by the Submittal conforms with the design concept and complies with the intent of the Contract Documents and is approved for incorporation in the Work. Contractor is to proceed with fabrication or procurement of the items and with related Work. Copies of the Submittal are to be transmitted to Engineer for final distribution. B - SUBMITTAL APPROVED AS NOTED (RESUBMIT): Signifies Equipment and Material represented by the Submittal conforms with the design concept and complies with the intent of the Contract Documents and is approved for incorporation in the Work in accordance with Engineer's notations. Contractor is to proceed with fabrication or procurement of the items and with related Work in accordance with Engineer's notations and is to submit a revised Submittal responsive to notations marked on the returned Submittal or written in the letter of transmittal. C - SUBMITTAL RETURNED FOR REVISION (RESUBMIT): Signifies Equipment and Material represented by the Submittal appears to conform with the design concept and comply with the intent of the Contract Documents but information is either insufficient in detail or contains discrepancies which prevent Engineer from completing its review. Contractor is to resubmit revised information responsive to Engineer's annotations on the returned Submittal or written in the letter of transmittal. Fabrication or procurement of items represented by the Submittal and related Work is not to proceed until the Submittal is approved. D - SUBMITTAL NOT APPROVED (SUBMIT ANEW): Signifies Equipment and Material represented by the Submittal does not conform with the design concept or comply with the intent of the Contract Documents and is disapproved for use in the Work. Contractor is to provide Submittals responsive to the Contract Documents. E - PRELIMINARY SUBMITTAL: Signifies Submittals of such preliminary nature that a determination of conformance with the design concept or compliance with the intent of the Contract Documents must be deferred until additional information is furnished. Contractor is to submit such additional information to permit layout and related activities to proceed. F - FOR REFERENCE, NO APPROVAL REQUIRED: Signifies Submittals which are for supplementary information only; pamphlets, general information sheets, catalog cuts, standard sheets, bulletins and similar data, all of which are useful to Engineer or Owner in design, operation, or maintenance, but which by their nature do not constitute a basis for determining that items represented thereby conform with the design concept or comply with the intent of the Contract Documents. Engineer reviews such Submittals for general content but not for basic details. 01 33 00 - 6 ZCCU-TWDC013300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS: continued G - DISTRIBUTION COPY (PREVIOUSLY APPROVED): Signifies Submittals which have been previously approved and are being distributed to Contractor, Owner, Resident Project Representative, and others for coordination and construction purposes. F. Instruction Books and Operating Manuals: 1. In addition to electronic Submittals specified above, Equipment instruction books and operating manuals prepared by the manufacturer shall include the following: a. Index and tabs. b. Instructions for installation, start-up, operation, inspection, maintenance, parts lists and recommended spare parts, and data sheets showing model numbers. c. Applicable drawings. d. Warranties and guarantees. e. Address of nearest manufacturer -authorized service facility. f. All additional data specified. 2. Information listed above shall be bound into hard -back binders of Bok -Hinge Split Prong or McBee Swing Hinge type. Sheet size shall be 8-1/2 by 11 inches. Binder color shall be black. Capacity shall be a minimum of 1-1/2 inches, but sufficient to contain and use sheets with ease. a. Provide the following accessories: (1) Label holder. (2) Business card holder. (3) Sheetlifters. (4) Horizontal pockets. b. The following information shall be imprinted, inserted, or affixed by label on the binder front cover: (1) Owner's name. (2) Owner's facility or plant name. (3) Equipment item name. (4) Volume number (if applicable). (5) Contract number. (6) Manufacturer's name and address. c. The following information shall be imprinted, inserted, or affixed by label on the binder spine: (1) Equipment item name. (2) Owner's name and Owner's facility or plant name. (3) Manufacturer's name. (4) Contract number. (5) Volume number (if applicable). 1.04 INFORMATIONAL SUBMITTALS: A. Informational Submittals are comprised of technical reports, administrative Submittals, and guarantees which relate to the Work, but do not require Engineer approval prior to proceeding with the Work. Informational Submittals include: 1. Field test reports. 2. Shipping or packing lists. 3. Job progress schedules. 4. Equipment and Material delivery schedules. 5. Progress photographs. 01 33 00 - 7 ZCCU-TWDCOI 3300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 33 00 — SUBMITTALS: continued 6. Warranties and guarantees. B. Transmittal of Informational Submittals: 1. All informational Submittals furnished by Subcontractors, manufacturers, and Suppliers shall be submitted to Engineer by Contractor unless otherwise specified. a. Identify each informational Submittal by Project name and number, Contract title and number, and Specification Section and Article number marked thereon or in letter of transmittal. Unidentifiable Submittals will be returned for proper identification. b. At the time of each submission, call to the attention of Engineer in the letter of transmittal any deviations from requirements of the Contract Documents. 2. Quantity Requirements: a. Technical reports and administrative Submittals except as otherwise specified: (1) Paper: 4 copies to Engineer. (2) Electronic: One to Engineer. C. Engineer's Review: 1. Engineer will review informational Submittals for indications of Work or Material deficiencies. 2. Engineer will respond to Contractor on those informational Submittals which indicate Work or Material deficiency. PART 2 - PRODUCTS - NOT APPLICABLE. PART 3 - EXECUTION - NOT APPLICABLE. END OF SECTION 01 33 00 013300-8 ZCCU-TWDC013300.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 42 00 — DEFINITIONS AND STANDARDS PART 1 - GENERAL 1.01 SUMMARY: A. Definitions: 1. General Requirements are the provisions or requirements of Division 01 Sections and which apply to the entire Work of the Contract. B. Related Information Specified Elsewhere: Specification standards and associations applicable to the Work are specified in each section. 1.02 SPECIFICATION FORMAT AND CONTENT EXPLANATIONS: A. _ Specification Format: The Specifications are organized into Divisions and Sections based on the Construction Specifications Institute's (CSI) Section Format and Master Format numbering system. Some portions may not fully comply and no particular significance will be attached to such compliance or noncompliance. 1. Divisions and Sections: For convenience, a basic unit of Specification text is a "Section," each unit of which is numbered and named. These are organized with related sections, into "Divisions," which are recognized as the present industry consensus on uniform organization and sequencing of Specifications. The section title is not intended to limit meaning or content of the section, nor to be fully descriptive of requirements specified therein, nor to be an integral part of text. 2. Section Numbering: Used for identification and to facilitate cross-references in Contract Documents. Sections are placed in numeric sequence; however, numbering sequence is not complete, and listing of sections in Table of Contents at beginning of the Project Manual must be consulted to determine numbers and names of Specification sections in these Contract Documents. 3. Page Numbering: Numbered independently for each section. Section number is shown with page number at bottom of each page, to facilitate location of text. 4. Parts: Each section of Specifications generally has been subdivided into three basic "parts" for uniformity and convenience (Part 1 General, Part 2 Products, And Part 3 Execution). These "Parts" do not limit the meaning of text within. Some sections may not contain all three "Parts" when some are not applicable, or may contain more than three "Parts" to add clarity to organization of section. 5. Underscoring of Titles: Used strictly to assist reader of Specification in scanning text for key words in content. No emphasis on or relative importance is intended except where underscoring may be used in body of text to emphasize a duty, critical requirement, or similar situation. 6. Project Identification: Project file number and identification are recorded at bottom of each page of Specifications to minimize possible misuse of Specifications, or confusion with other project Specifications. B. Specification Content: 1. These Specifications apply certain conventions in the use of language and the intended meaning of certain terms, words, and phrases when used in particular situations or circumstances. These conventions are explained as follows: a. Imperative and Streamlined Language: These Specifications are written in imperative and abbreviated form. This imperative language of the technical sections is directed at the Contractor, unless specifically noted otherwise. Incomplete sentences shall be completed by inserting "shall," "the Contractor shall," and "shall be," and similar mandatory phrases by inference in the same 014200-1. ZCCU-TWDC014200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 42 00 — DEFINITIONS AND STANDARDS: continued manner as they are applied to notes on the Drawings. The words "shall be" shall be supplied by inference where a colon (:) is used within sentences or phrases. Except as worded to the contrary, fulfill (perform) all indicated requirements whether stated imperatively or otherwise. b. Specifying Methods: The techniques or methods of specifying requirements varies throughout text, and may include "prescriptive," "compliance with standards," "performance," "proprietary," or a combination of these. The method used for specifying one unit of Work has no bearing on requirements for another unit of Work. c. Overlapping and Conflicting Requirements: Where compliance with two or more industry standards or sets of requirements is specified, and overlapping of those different standards or requirements establishes different or conflicting minimums or levels of quality, notify Engineer in writing for a decision, which Engineer will render in writing within a reasonable time. In case of conflict or ambiguity in or between Drawings and Specifications, the Supplier (Contractor) will be considered to have agreed to provide the greater quantity and better quality of materials or Work. d. Abbreviations: Throughout the Contract Documents are abbreviations implying words and meanings which shall be appropriately interpreted. Specific abbreviations have been established, principally for lengthy technical terminology and in conjunction with coordination of Specification requirements with notations on Drawings and in schedules. These are normally defined at first instance of use. Organizational and association names and titles of general standards are also abbreviated. C. Assignment of Specialists: In certain instances, Specification text requires that specific Work be assigned to specialists in the operations to be performed. These specialists shall be engaged for performance of those units of Work, and assignments are requirements over which Contractor has no choice or option. These assignments shall not be confused with, and are not intended to interfere with, enforcement of building codes and similar regulations governing the Work, Local trade and union jurisdictions, and similar conventions. Nevertheless, final responsibility for fulfillment of Contract requirements remains with Contractor. D. Trades: Except as otherwise specified or indicated, the use of titles such as "carpentry" in Specification text, implies neither that the Work must be performed by an accredited or unionized tradesperson of corresponding generic name (such as "carpenter"), nor that specified requirements apply exclusively to work by tradespersons of that corresponding generic name. 1.03 DRAWING SYMBOLS: A. Except as otherwise indicated, graphic symbols used on Drawings are those symbols recognized in the construction industry for purposes indicated. Refer instances of uncertainty to Engineer for clarification. 1.04 INDUSTRY STANDARDS: A. Applicability of Standards: Except where the Contract Documents include more stringent requirements, applicable construction industry standards have the same force and effect as if bound or copied directly into the Contract Documents. Such standards are made a part of the Contract Documents by reference and are stated in each section. 01 4200-2 ZCCU-TWDC014200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 42 00 — DEFINITIONS AND STANDARDS: continued 1. Referenced standards, referenced directly in Contract Documents or by governing regulations, have precedence over nonreferenced standards which are recognized in industry for applicability to the Work. 2. Where compliance with an industry standard is required, the latest standard in effect at time of opening Bids shall govern. 3. Where an applicable code or standard has been revised and reissued after the effective date of the Contract and before performance of Work affected by the revision, Engineer will decide whether to issue a Change Order to proceed with the revised standard. 4. In every instance the quantity or quality level shown or specified shall be the minimum to be provided or performed. The actual installation may comply exactly, within specified tolerances, with the minimum quantity or quality specified, or it may exceed that minimum within reasonable limits. In complying with these requirements, indicated numeric values are minimum or maximum values, as noted, or appropriate for the context of the requirements. Refer instances of uncertainty to Engineer for a decision before proceeding. 5. Each entity engaged in construction on the Project is required to be familiar with industry standards applicable to that entity's construction activity. Copies of applicable standards are not bound with the Contract Documents. a. Where copies of standards are needed for performance of a required construction activity, Contractor shall obtain copies directly from the publication source. B. Abbreviations and Names: Trade association names and titles of general standards are frequently abbreviated. Where such acronyms or abbreviations are used in the specifications or other Contract Documents, they mean the recognized name of the trade association, standards generating organization, authority having jurisdiction, or other entity applicable to the context of the text provision. PART 2 - PRODUCTS - NOT APPLICABLE. PART 3 - EXECUTION - NOT APPLICABLE. END OF SECTION 01 42 00 01 4200-3 ZCCU-TWDC014200.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 60 00 — EQUIPMENT AND MATERIALS PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes administrative and procedural requirements governing Contractor's selection of products for use in the Project. B. Related Sections: The following Sections contain requirements that relate to this Section: 1. For the applicability of industry standards to products specified: Divisions 02 through 26. 1.02 DEFINITIONS: A. Definitions used in this Article are not intended to change the meaning of other terms used in these Contract Documents, such as "specialties," "systems," "structures," "finishes," "accessories," and similar terms. Such terms are self-explanatory and have well-recognized meanings in the construction industry. 1. "Products" are items purchased for incorporation in the Work, whether purchased for the Project or taken from previously purchased stock. The term "product" includes the terms "Material," "Equipment," "system," and terms of similar intent. a. "Named Products" are items identified by the manufacturer's product name, including make or model number or other designation, shown or listed in the manufacturer's published product literature that is current as of the date of the Contract Documents. b. "Foreign Products," as distinguished from "domestic products," are items substantially manufactured (50% or more of value) outside the United States and its possessions. Products produced or supplied by entities substantially owned (more than 50%) by persons who are not citizens of, nor living within, the United States and its possessions are also considered to be foreign products. 2. "Materials" are products substantially shaped, cut, worked, mixed, finished, refined or otherwise fabricated, processed, or installed to form a part of the Work. 3. "Equipment" is a product with operational or nonoperational parts, whether motorized, or manually operated, that may require service connections, such as wiring or piping. 1.03 SUBMITTALS: A. Submittal of preliminary procurement schedule is specified in Section 01 32 00 - Construction Progress Schedules and Reports. B. Submittals for products are specified in Section 01 33 00 and in applicable sections of Divisions 02 through 26. 1.04 QUALITY ASSURANCE: A. Source Limitations: To the fullest extent possible, provide products of the same kind from a single source. 1. When specified products are available only from sources that do not, or cannot, produce a quantity adequate to complete Project requirements in a timely manner, consult with Engineer to determine the most important product qualities before proceeding. Qualities may include attributes, such as visual appearance, strength, durability, or compatibility. When a determination has been made, select products from sources producing products that possess these qualities, to the fullest extent possible. 016000-1 ZCCU-TWDC016000.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 60 00 — EQUIPMENT AND MATERIALS: continued B. Compatibility of Options: When the Contractor is given the option of selecting between 2 or more products for use on the Project, the product selected shall be compatible with products previously selected, even if previously selected products were also options. 1. Each prime contractor is responsible for providing products and construction methods that are compatible with products and construction methods of other prime or separate contractors. 2. If a dispute arises between prime contractors over concurrently selectable, but incompatible products, Engineer will determine which products shall be retained and which are incompatible and must be replaced. C. Nameplates: Except for required labels and operating data, do not attach or imprint manufacturer's or producer's nameplates or trademarks on exposed surfaces of products that will be exposed to view in occupied spaces or on the exterior. 1. Labels: Locate required product labels and stamps on concealed surfaces or, where required for observation after installation, on accessible surfaces that are not conspicuous. 2. Equipment Nameplates: Provide a permanent nameplate on each item of service - connected or power -operated Equipment. Locate on an easily accessible surface that is inconspicuous in occupied spaces. The nameplate shall contain the following information and other essential operating data: a. Name of product and manufacturer including address and telephone number. b. Model and serial number. c. Capacity. d. Speed. e. Ratings. D. Electronic Equipment Compliance: 1. Contractor warrants that all equipment, devices, items, systems, software, hardware, or firmware provided shall properly, appropriately, and consistently function and accurately process date and time data (including without limitation: calculating, comparing, and sequencing). This warranty supersedes anything in the Specifications or other Contract Documents which might be construed inconsistently. This warranty is applicable whether the equipment, device, item, system, software, hardware, or firmware is specified with or without reference to a manufacturer's name, make, or model number. 1.05 TRANSPORTATION AND SHIPMENT: A. Shipment Preparation: 1. Contractor shall require manufacturers and Suppliers to prepare products for shipment in a manner to facilitate unloading and handling, and to protect against damage, deterioration, or unnecessary exposure to the elements in transit and storage. Provisions for protection shall include the following: a. Crates or other suitable packaging materials. b. Covers and other means to prevent corrosion, moisture damage, mechanical injury, and accumulation of dirt in motors, electrical equipment, and machinery. c. Suitable rust -preventive compound on exposed machined surfaces and unpainted iron and steel. d. Grease packing or oil lubrication in all bearings and similar items. B. Marking: Each product item shall be tagged or marked as identified in the delivery schedule or on Submittals. Complete packing lists and bills of material shall be included with each shipment. Each piece of every item need not be marked separately, provided that all pieces of 01 6000-2 ZCCU-TWDC016000.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 60 00 — EQUIPMENT AND MATERIALS: continued each item are packed or bundled together and the packages or bundles are properly tagged or marked. 1.06 PRODUCT DELIVERY, STORAGE, AND HANDLING: A. Deliver, store, and handle products according to the manufacturer's recommendations, using means and methods that will prevent damage, deterioration, and loss, including theft. 1. Scheduledelivery to minimize long-term storage at the Site and to prevent overcrowding of construction spaces. Allow ample time to avoid delay of the Work. 2. Coordinate delivery with installation time to assure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses. 3. Deliver products to the Site in an undamaged condition in the manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing. 4. Inspect products upon delivery to ensure compliance with the Contract Documents and to ensure that products are undamaged and properly protected. Inspect shipment to assure: a. Product complies with requirements of Contract Documents and reviewed Submittals. b. Quantities are correct. c. Containers and packages are intact and labels are legible. d. Products are properly protected and undamaged. 5. Store products at the Site in a manner that will facilitate inspection and measurement of quantity or counting of units. Mark deliveries of component parts of Equipment to identify the Equipment, to permit easy accumulation of parts, and to facilitate inspection and measurement of quantity or counting of units. 6. Store heavy Materials away from the Project structure in a manner that will not endanger the supporting construction. 7. Store products subject to damage by the elements above ground, under cover in a weathertight enclosure, and with ventilation adequate to prevent condensation. Maintain temperature and humidity within range required by manufacturer's instructions. 8. Protect motors, electrical Equipment, plumbing fixtures, and machinery of all kinds against corrosion, moisture deteriorations, mechanical injury, and accumulation of dirt or other foreign matter. 9. Protect exposed machined surfaces and unpainted iron and steel as necessary with suitable rust preventive compounds. 10. Protect bearings and similar items with grease packing or oil lubrication. 11. Handle and store steel plate, sheet metal, and similar items in a manner to prevent deformation. B. Handling: 1. Provide equipment and personnel necessary to unload and handle products, by methods to prevent damage or soiling to products, or packaging. 2. Handle by methods to prevent bending or overstressing. Where lifting points are designated, lift components only at those points. 3. Provide additional protection to surrounding surfaces as necessary to prevent damage. C. Maintenance of Storage: 1. Inspect stored products on a scheduled basis. 2. Verify that storage facilities comply with manufacturer's product storage requirements, including environmental conditions continually maintained. 016000-3 ZCCU-TWDC016000.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 60 00 — EQUIPMENT AND MATERIALS: continued 3. Verify that surfaces of products exposed to elements are not adversely affected; that any weathering of finishes is acceptable under requirements of Contract Documents. 4. For mechanical and electrical Equipment in long term storage, provide manufacturer's service instructions to accompany each item, with notice of enclosed instructions on exterior of package. Service Equipment on a regularly scheduled basis. D. Protection after Installation: Provide substantial coverings as necessary to protect installed products from damage from subsequent construction operations. Remove coverings when no longer needed or as specified. 1.07 EXISTING EQUIPMENT AND MATERIALS: A. Products to be Reused: 1. For Equipment and Materials specifically indicated or specified to be reused in the Work, use special care in removal, handling, storage, and reinstallation to assure proper function in the completed Work. Arrange for transportation, storage, and handling of products which require off Site storage, restoration, or renovation and pay all costs for such Work. Contractor may at its option, furnish and install new items in lieu of those specified to be reused. B. Products Not to be Reused: 1. Equipment and Materials designated to be removed but not reused or delivered to Owner, shall become the property of the Contractor and shall be removed from the Site. PART 2- PRODUCTS 2.01 PRODUCT SELECTION: A. General Product Requirements: Provide products that comply with the Contract Documents, that are undamaged and, unless otherwise specified or indicated, new at the time of installation. 1. Provide products complete with accessories, trim, finish, safety guards, and other devices and details needed for a complete installation and the intended use and effect. 2. Where available, provide standard products of types that have been produced and used successfully in similar situations on other projects. 3. Continued Availability: Where, because of the nature of its application, Owner is likely to need replacement parts or additional amounts of a product at a later date, either for maintenance and repair or replacement, provide standard products for which the manufacturer has published assurances that the products and its parts are likely to be available to Owner at a later date. 4. Conform to applicable Specifications, codes, standards, and regulatory agencies. 5. Comply with size, make, type, and quality specified, or as specifically approved in writing by Engineer. 6. Manufactured and Fabricated Products: a. Design, fabricate, and assemble in accordance with the best engineering and shop practices. b. Manufacture like parts of duplicate units to standard sizes and gages to be interchangeable. c. Equipment and Materials shall be suitable for service conditions intended. d. Equipment capacities, sizes, and dimensions indicated or specified shall be adhered to unless variations are specifically approved in writing by Engineer. e. Provide labels and nameplates where required by regulatory agencies or to state identification and essential operating data. 01 60 00 - 4 ZCCU-TWDC016000.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 60 00 — EQUIPMENT AND MATERIALS: continued 7. Do not use products for any purpose other than that for which designed. 8. To the fullest extent possible, provide products of the same kind from a single source. PART 3 - EXECUTION 3.01 INSTALLATION OF PRODUCTS: A. Comply with manufacturer's instructions and recommendations for installation of products in the applications indicated. Anchor each product securely in place except as required for proper movement and performance, and accurately located and aligned with other Work. 1. Obtain and distribute copies of manufacturer's printed instructions and recommendations if not a part of Submittals, containers, or packaging to parties involved in the installation, including a copy to Engineer. 2. Maintain one complete set of instructions at the Site during installation and until completion. 3. Handle, install, connect, clean, condition, and adjust products in accordance with such instructions and in conformance with specified requirements. Should job conditions or specified requirements conflict with manufacturer's instructions, consult with Engineer for further instructions. B. Clean exposed surfaces and protect as necessary to ensure freedom from damage and deterioration at time of Substantial Completion. END OF SECTION 01 60 00 016000-5 ZCCU-TWDC016000.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 73 10 — CUTTING AND PATCHING PART 1 - GENERAL 1.01 SUMMARY: A. This Section summarizes the Work covered in detail in the complete Contract Documents. B. Follow Construction Waste Management and Disposal plan per Section 01 74 19 under the Construction Management Scope of Work issued under the bid phase of this Project. 1.02 QUALITY ASSURANCE: A. Requirements for Structural Work: Do not cut and patch structural elements in a manner that would change their load -carrying capacity or load -deflection ratio. B. Operational Limitations: Do not cut and patch operating elements or related components in a manner that would result in reducing their capacity to perform as intended. 1.03 WARRANTY: A. Existing Warranties: Replace, patch, and repair material and surfaces cut or damaged by methods and with materials in such a manner as not to void any warranties required or existing. PART 2- PRODUCTS 2.01 MATERIALS: A. General: Except as otherwise indicated, specified, or as directed by Engineer, use materials for cutting and patching that are identical to existing materials. If identical materials are not available or cannotbe used, use materials that match existing adjacent surfaces to the fullest extent possible with regard to visual effect. Use materials whose installed performance will equal or surpass that of existing materials. PART 3 - EXECUTION 3.01 INSPECTION: A. Before cutting, examine the surfaces to be cut and patched and the conditions under which the Work is to be performed. If unsafe or otherwise unsatisfactory conditions are encountered, take corrective action before proceeding with the Work. 3.02 PREPARATION: A. Temporary Support: Provide adequate temporary support of Work to be cut to prevent failure. B. Protection: Protect existing construction during cutting and patching to prevent damage. Provide protection from adverse weather conditions for portions of the Project that may be exposed during cutting and patching operations. Avoid interference with use of adjoining areas or interruption of free passage to adjoining areas. C. Precautions: Take precautions not to cut existing pipe, conduit, or ductwork serving the building, but scheduled to be removed or relocated, until provisions have been made to bypass them. 3.03 PERFORMANCE: A. General: Employ skilled workmen to perform cutting and patching. Proceed with cutting and patching at the earliest feasible time and complete Work without delay. 017310-1 ZCCU-TWDC017310.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 73 10 — CUTTING AND PATCHING: continued 1. Cut existing construction to provide for installation of other components or performance of other construction activities and the subsequent fitting and patching required to restore surfaces to their original condition. B. Cutting: 1. Cut existing construction using methods that are least likely to damage elements to be retained, or adjoining construction. Where possible, review proposed procedures with the original installer. 2. In general, where cutting, use hand or small power tools designed for sawing or grinding, not hammering and chopping. Cut through concrete and masonry using a cutting machine such as a carborundum saw or diamond core drill. Cut holes and slots as small as possible, neatly to size required, and with minimum disturbance of adjacent surfaces. To avoid marring existing finished surfaces, cut or drill from the exposed or finished side into concealed surfaces. Temporarily cover openings when not in use. 3. If required, comply with requirements of applicable sections of Division 02 where cutting and patching requires excavating and backfilling. 4. Bypass utility services such as pipe and conduit before cutting, where such utility services are shown or required to be removed, relocated, or abandoned. Cut off conduit and pipe in walls or partitions to be removed. After bypass and cutting, cap, valve, or plug and seal tight remaining portion of pipe and conduit to prevent entrance of moisture or other foreign matter. C. Patching: 1. Patch with seams which are durable and as invisible as possible. Comply with specified tolerances for the Work. 2. Where feasible, inspect and test patched areas to demonstrate integrity of the installation. 3. Restore exposed finishes of patched areas and where necessary extend finish restoration into retained adjoining Work in a manner which will eliminate evidence of patching and refinishing. 4. Patch, repair, or rehang existing ceilings as necessary to provide an even plane surface of uniform appearance. 3.04 CLEANING: A. Thoroughly clean areas and spaces where Work is performed. Remove dirt, dust, grease, paint splatter, mortar, oils, sealants, and items of similar nature. Thoroughly clean piping, conduit, and similar features before applying paint or other finishing materials. Restore damaged pipe covering to its original condition. END OF SECTION 01 73 10 01 73 10 - 2 ZCCU-TWDC017310.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 78 00 — CONTRACT CLOSEOUT PART 1 - GENERAL 1.01 SUBSTANTIAL COMPLETION: A. Preliminary Procedures: Before requesting inspection for certification of Substantial Completion, complete the following. List exceptions in the request. 1. In the Application for Payment that coincides with, or first follows, the date Substantial Completion is claimed, show 100% completion for the portion of the Work claimed as Substantially Complete. a. Include supporting documentation for completion as indicated in these Contract Documents and a statement showing an accounting of changes to the Contract Price. b. If 100% completion cannot be shown, include a list of incomplete items, the value of incomplete Work, and reasons the Work is not complete. 2. Advise Owner of pending insurance changeover requirements. 3. Submit specific warranties, Workmanship Bonds, maintenance agreements, final certifications, and similar documents. 4. Obtain and submit releases enabling Owner unrestricted use of the Work and access to services and utilities. Include occupancy permits, operating certificates, and similar releases. 5. Submit record drawings, instruction books and operating manuals, final project photographs, damage or settlement surveys, property surveys, and similar final record information. 6. Deliver tools, spare parts, extra stock, and similar items. 7. Make final changeover of permanent locks and transmit keys to Owner. Advise Owner's personnel of changeover in security provisions. 8. Complete start-up testing of systems and instruction of Owner's operation and maintenance personnel. Discontinue and remove temporary facilities from the Site, along with mockups, construction tools, and similar elements. 9. Complete final cleanup requirements, including touchup painting. B. Inspection Procedures: On receipt of a request for inspection, Engineer will either proceed with inspection or advise Contractor of unfilled requirements. Engineer will prepare the Certificate of Substantial Completion following inspection or advise Contractor of construction that must be completed or corrected before the certificate will be issued. 1. Engineer will repeat inspection when requested and assured by Contractor that the Work is substantially complete. 2. Results of the completed inspection will form the basis of requirements for final acceptance. 1.02 FINAL ACCEPTANCE: A. Preliminary Procedures: Before requesting final inspection for certification of final acceptance and final payment, complete the following. List exceptions in the request. 1. Submit the final payment request with releases and supporting documentation not previously submitted and accepted. Include insurance certificates for products and completed operations where required. 2. Submit an updated final statement, accounting for final additional changes to the Contract Price. 3. Submit a certified copy of Engineer's final inspection list of items to be completed or corrected, endorsed and dated by Engineer. The certified copy of the list shall state that 017800-1 ZCCU-TWDC017800.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 78 00 — CONTRACT CLOSEOUT: continued each item has been completed or otherwise resolved for acceptance and shall be endorsed and dated by Engineer. 4. Submit final meter readings for utilities, a measured record of stored fuel, and similar data as of the Date of Substantial Completion or when Owner took possession of and assumed responsibility for corresponding elements of the Work. 5. Submit consent of surety to final payment. 6. Submit evidence of final, continuing insurance coverage complying with insurance requirements. B. Reinspection Procedure: Engineer will reinspect the Work upon receipt of notice that the Work, including inspection list items from earlier inspections, has been completed, except for items whose completion is delayed under circumstances acceptable to Engineer. 1. Upon completion of reinspection, Engineer will prepare a certificate of final acceptance. If the Work is incomplete, Engineer will advise Contractor of Work that is incomplete or of obligations that have not been fulfilled but are required for final acceptance. 2. If necessary, reinspection will be repeated. 1.03 RECORD DOCUMENT SUBMITTALS: A. General: Do not use record documents for construction purposes. Protect record documents from deterioration and loss in a secure, fire-resistant location. Provide access to record documents for Engineer's reference during normal Working hours. B. Record Drawings: Maintain a clean, undamaged set of blue or black line white -prints of Contract Drawings and Shop Drawings. Mark the set to show the actual installation where the installation varies substantially from the Work as originally shown. Mark which drawing is most capable of showing conditions fully and accurately. Where Shop Drawings are used, record a cross-reference at the corresponding location on the Contract Drawings. Give particular attention to concealed elements that would be difficult to measure and record at a later date. 1. Record information concurrently with construction progress. 2. Mark record sets with red erasable pencil. Use other colors to distinguish between variations in separate categories of the Work. Mark each document "PROJECT RECORD" in neat, large, printed letters. 3. Mark new information that is important to Owner but was not shown on Contract Drawings or Shop Drawings. 4. Note related Change Order numbers where applicable. 5. Organize record drawing sheets into manageable sets. Bind sets with durable -paper cover sheets; print suitable titles, dates, and other identification on the cover of each set. 6. Upon completion of the Work, submit record drawings to Engineer for Owner's records. 7. Include the following: a. Depths of various elements of foundation in relation to finish first floor datum. b. Horizontal and vertical locations of underground utilities and appurtenances, referenced to permanent surface improvements. c. Location of internal utilities and appurtenances concealed in the construction, referenced to visible and accessible features of construction. d. Where Submittals are used for mark-up, record a cross-reference at corresponding location on Drawings. e. Field changes of dimension and detail. f. Changes made by Change Order or other Modifications. g. Details not on original Contract Drawings. 01 7800-2 ZCCU-TWDC017800.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 78 00 — CONTRACT CLOSEOUT: continued C. Record Specifications: Maintain one complete copy of the Project Manual including Addenda. Include with the Project Manual one copy of other written construction documents, such as Change Orders and Modifications issued in printed form during construction. 1. Mark these documents to show substantial variations in actual Work performed in comparison with the text of the Specifications and modifications. 2. Give particular attention to substitutions and selection of options and information on concealed construction that cannot otherwise be readily discerned later by direct observation. 3. Note related record drawing information and product data. 4. Upon completion of the Work, submit record specifications to Engineer for Owner's records. 5. Include the following: a. Manufacturer, trade name, catalog number, and Supplier of each product and item of Equipment actually installed, particularly optional and substitute items. b. Changes made by Addendum, Change Order, or other Modifications. c. Related Submittals. D. Record Product Data: Maintain one copy of each product data Submittal. Note related Change Orders and markup of record drawings and specifications. 1. Mark these documents to show significant variations in actual Work performed in comparison with information submitted. Include variations in products delivered to the Site and from the manufacturer's installation instructions and recommendations. 2. Give particular attention to concealed products and portions of the Work that cannot otherwise be readily discerned later by direct observation. 3. Upon completion of markup, submit complete set of record product data to Engineer for Owner's records. E. Miscellaneous Record Submittals: Refer to other specification sections for requirements of miscellaneous record keeping and Submittals in connection with actual performance of the Work. Immediately prior to the date or dates of Substantial Completion, complete miscellaneous records, and place in good order. Identify miscellaneous records properly and bind or file, ready for continued use and reference. Submit to Engineer for Owner's records. F. Instruction Books and Operating Manuals: Organize operation and maintenance data into suitable sets of manageable size as specified in Section 013300. G. Warranties and Bonds: Specified in Section 013300 and Section 017850. 1.04 SPARE PARTS: A. Products Required: 1. Provide to Owner the quantities of products, spare parts, maintenance tools, and maintenance materials specified in individual sections, in addition to that required for completion of Work. 2. Products shall be identical to those installed in the Work. Include quantities required from Supplier or manufacturer of original purchase to avoid variations in manufacture. B. Storage, Maintenance: 1. Coordinate with Owner. Deliver and unload spare products to Owner at Project Site and obtain receipt prior to final payment. 2. For portions of the Work accepted and occupied by Owner prior to Substantial Completion, deliver the applicable spare products to Owner at time of acceptance. Obtain receipt. 017800-3 ZCCU-TWDC017800.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 78 00 — CONTRACT CLOSEOUT: continued 3. Maintain spare products in original containers with labels intact and legible, until delivery to Owner. PART 2 - PRODUCTS - NOT APPLICABLE. PART 3 - EXECUTION 3.01 CLOSEOUT PROCEDURES: A. Operation and Maintenance Instructions: Arrange for each installer of Equipment that requires regular maintenance to meet with Owner's personnel at Project Site to provide instruction in proper operation and maintenance. Provide instruction by manufacturer's representatives if installers are not experienced in operation and maintenance procedures. Include a detailed review of the following items: 1. Instruction books and operating manuals. 2. Record documents. 3. Spare parts and materials. 4. Tools. 5. Lubricants. 6. Fuels. 7. Identification systems. 8. Control sequences. 9. Hazards, hazardous chemicals data sheets. 10. Cleaning. 11. Warranties and bonds. 12. Maintenance agreements and similar continuing commitments. B. As part of instruction for operating Equipment, demonstrate the following procedures: 1. Start-up. 2. Shutdown. 3. Emergency operations. 4. Noise and vibration adjustments. 5. Safety procedures. 6. Economy and efficiency adjustments. 7. Effective energy utilization. 3.02 FINAL CLEANING: A. General: Contractor shall keep the Site premises free from accumulations of waste materials, rubbish, and other debris resulting from the Work. B. Removal of Protection: Remove temporary protection and facilities installed for protection of the Work during construction. C. Compliance: Comply with regulations of authorities having jurisdiction and safety standards for cleaning. Do not burn waste materials. Do not bury debris or excess materials on the Owner's property. Do not discharge volatile, harmful, or dangerous materials into drainage systems. Remove waste materials from the Site and dispose of lawfully. 1. Extra materials of value remaining after completion of associated Work become Owner's property. Dispose of these materials as directed by Owner. 01 7800-4 ZCCU-TWDC017800.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 78 00 — CONTRACT CLOSEOUT: continued D. Repairs: 1. Repair damaged protective coated surfaces. 2. Restore all ground areas affected by construction operations. END OF SECTION 01 78 00 017800-5 ZCCU-TWDC017800.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 78 50 — WARRANTIES PART 1 - GENERAL 1.01 WARRANTY REQUIREMENTS: A. Related Damages and Losses: When correcting failed or damaged warranted construction, remove and replace construction that has been damaged as a result of such failure or that must be removed and replaced to provide access for correction of warranted construction. B. Reinstatement of Warranty: When Work covered by a warranty has failed and been corrected by replacement or rebuilding, reinstate the warranty by written endorsement. The reinstated warranty shall be equal to the original warranty. C. Replacement Cost: Upon determination that Work covered by a warranty has failed, replace or rebuild the Work to an acceptable condition complying with requirements of the Contract Documents. Contractor is responsible for the cost of replacing or rebuilding defective work regardless of whether Owner has benefited from use of the Work through a portion of its anticipated useful service life. D. Owner's Recourse: Expressed warranties made to Owner are in addition to implied warranties and shall not limit the duties, obligations, rights, and remedies otherwise available under the Law. Expressed warranty periods shall not be interpreted as limitations on the time in which Owner can enforce such other duties, obligations, rights, or remedies. 1. Rejection of Warranties: Owner reserves the right to reject warranties and to limit selection to products with warranties not in conflict with requirements of the Contract Documents. E. Where the Contract Documents require a special warranty, or similar commitment on the Work or part of the Work, Owner reserves the right to refuse to accept the Work, until Contractor presents evidence that entities required to countersign such commitments are willing to do so. 1.02 SUBMITTALS: A. Submit written warranties to Engineer prior to the date certified for Substantial Completion. If the Certificate of Substantial Completion designates a commencement date for warranties other than the Date of Substantial Completion for the Work, or a designated portion of the Work, submit written warranties upon request of Engineer. B. When the Contract Documents require Contractor, or Contractor and a Subcontractor, Supplier, or manufacturer to execute a special warranty, prepare a written document that contains appropriate terms and identification, ready for execution by required parties. Submit a draft to Owner, through Engineer, for approval prior to final execution. 1. Refer to Divisions 02 through 26 Sections for specific content requirements and particular requirements for submitting special warranties. C. Form of Submittal: At Final Completion, compile 5 copies of each required warranty properly executed by Contractor, or by Contractor and a Subcontractor, Supplier, or manufacturer. Organize the warranty documents into an orderly sequence based on the table of contents of the Contract Documents. D. Bind warranties and bonds in heavy-duty, commercial -quality, durable 3 -ring, vinyl -covered loose-leaf binders, thickness as necessary to accommodate contents, and sized to receive 8 -1/2 - by 11 -inch paper. 1. Provide heavy paper dividers with celluloid covered tabs for each separate warranty. Mark the tab to identify the product or installation. Provide a typed description of the product or installation, including the name of the product, and the name, address, and telephone number of the installer. 017850-1 ZCCU-TWDC017850.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA 11/04/2016 SECTION 01 78 50 — WARRANTIES: continued 2. Identify each binder on the front and spine with the typed or printed title "Warranties," and as required by Section 01 33 00. 3. When warranted construction requires operation and maintenance manuals, provide additional copies of each required warranty, as necessary, for inclusion in each required manual. PART 2 - PRODUCTS - NOT APPLICABLE. PART 3 - EXECUTION - NOT APPLICABLE. END OF SECTION 01 78 50 01 78 50 - 2 ZCCU-TWDC017850.DOCX B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 02 41 16 - DEMOLITION PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and DIVISION 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes: 1. Disconnecting, capping, sealing and removing site utilities. 1.03 RELATED REQUIREMENTS: A. Section 01 10 00 - Summary for use of the premises and phasing requirements. B. Section 01 32 00 - Construction Progress Documentation for preconstruction photographs taken before building demolition. C. Section 31 10 00 - Site Clearing for site clearing and removal of above- and below -grade site improvements not part of building demolition. 1.04 REFERENCE STANDARDS: A. The American Society of Safety Engineers 1. ASSE A10.6-2006: Safety Requirements for Demolition Operations (ANSI) B. Code of Federal Regulations 1. 40 CFR 82-2012: Protection of Stratospheric Ozone C. NFPA 1. NFPA 241-2013: Safeguarding Construction, Alteration, and Demolition Operations 1.05 DEFINITIONS: A. Remove: Detach items from existing construction and dispose of them off-site unless indicated to be salvaged. 1.06 MATERIALS OWNERSHIP: A. Unless otherwise indicated, demolition waste becomes property of Contractor. B. Historic items, relics, antiques, and similar objects including, but not limited to, cornerstones and their contents, commemorative plaques and tablets, and other items of interest or value to Owner that may be uncovered during demolition remain the property of Owner. 1. Carefully salvage in a manner to prevent damage and promptly return to Owner. 1.07 COORDINATION: A. Arrange demolition schedule so as not to interfere with Owner's on-site operations of adjacent occupied buildings. 024116-1 ZCCU-TMDCO2 41 16 UTILITYDEMO.DOCX B&MCD NO.: 91942 SECTION 02 41 16 — STRUCTURE DEMOLITION: continued PART 2- PRODUCTS 2.01 PERFORMANCE REQUIREMENTS: A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning demolition. Comply with hauling and disposal regulations of authorities having jurisdiction. B. Standards: Comply with ASSE A10.6 and NFPA 241. 2.02 SOIL MATERIALS: A. Satisfactory Soils: Comply with requirements in Section 31 20 00 - Earth Moving. PART 3 - EXECUTION 3.01 EXAMINATION: A. Review Project Record Documents of existing construction or other existing provided by Owner. Owner does not guarantee that existing conditions are same as those indicated in Project Record Documents. 3.02 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS: A. Existing Utilities to be Disconnected: Locate, identify, disconnect, and seal or cap off utilities to be demolished. 1. Arrange to shut off utilities with utility companies. 2. If removal, relocation, or abandonment of utility services will affect adjacent occupied buildings, then provide temporary utilities that bypass buildings and structures to be demolished and that maintain continuity of service to other buildings and structures. 3. Cut off pipe or conduit a minimum of 24 inches below grade. Cap, valve, or plug and seal remaining portion of pipe or conduit after bypassing according to requirements of authorities having jurisdiction. 4. Do not start demolition work until utility disconnecting and sealing have been completed and verified in writing. 3.03 PROTECTION: A. Existing Facilities: Protect adjacent walkways, loading docks, building entries, and other building facilities during demolition operations. Maintain exits from existing buildings. B. Temporary Shoring: Provide and maintain interior and exterior shoring, bracing, or structural support to preserve stability and prevent unexpected movement or collapse of construction being demolished. 1. Strengthen or add new supports when required during progress of demolition. C. Existing Utilities to Remain: Maintain utility services to remain and protect from damage during demolition operations. 1. Do not interrupt existing utilities serving adjacent occupied or operating facilities unless authorized in writing by Owner and authorities having jurisdiction. D. Temporary Protection: Erect temporary protection where required by authorities having jurisdiction and as indicated. 1. Protect adjacent buildings and facilities from damage due to demolition activities. 2. Protect existing site improvements, appurtenances, and landscaping to remain. 3. Erect a plainly visible fence around drip line of individual trees or around perimeter drip line of groups of trees to remain. 0241 16-2 B&MCD NO.: 91942 ZCCU-TMDCO2 41 16 UTILITYDEMO.DOCX SECTION 02 41 16 — STRUCTURE DEMOLITION: continued 4. Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain. 5. Provide protection to ensure safe passage of people around building demolition area and to and from occupied portions of adjacent buildings and structures. 6. Protect walls, windows, roofs, and other adjacent exterior construction that are to remain and that are exposed to building demolition operations. 7. Erect and maintain dustproof partitions and temporary enclosures to limit dust, noise, and dirt migration to occupied portions of adjacent buildings. 3.04 DEMOLITION, GENERAL: A. General: Demolish indicated site improvements completely. Use methods required to complete the Work within limitations of governing regulations and as follows: 1. Do not use cutting torches until work area is cleared of flammable materials. Maintain portable fire -suppression devices during flame -cutting operations. B. Site Access and Temporary Controls: Conduct operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities. 1. Do not close or obstruct streets, walks, walkways, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed trafficways if required by authorities having jurisdiction. 3.05 DEMOLITION BY MECHANICAL MEANS: A. Existing Utilities: Demolish and remove existing utilities and below -grade utility structures. 3.06 SITE RESTORATION: A. Below -Grade Areas: Completely fill below -grade areas and voids resulting from demolition operations with satisfactory soil materials according to backfill requirements in Section 31 20 00 - Earth Moving. B. Site Grading: Uniformly rough grade area of demolished construction to a smooth surface, free from irregular surface changes. Provide a smooth transition between adjacent existing grades and new grades. 3.07 DISPOSAL OF DEMOLISHED MATERIALS: A. Remove demolition waste materials from Project Site and dispose of them in an EPA -approved construction and demolition waste landfill acceptable to authorities having jurisdiction. 1. Do not allow demolished materials to accumulate on-site. 2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas. B. Do not burn demolished materials. 3.08 CLEANING: A. Clean adjacent structures and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to condition existing before building demolition operations began. 1. Clean roadways of debris caused by debris transport. END OF SECTION 02 41 16 0241 16-3 ZCCU-TMDCO2 41 16 UTILITYDEMO.DOCX B&MCD NO.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 02 41 19 — SELECTIVE DEMOLITION PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Demolition and removal of selected portions of building or structure. 2. Demolition and removal of selected site elements. 3. Salvage of existing items to be reused or recycled. 1.03 RELATED REQUIREMENTS: A. Section 01 10 00 "Summary of Work" for restrictions on use of the premises, Owner - occupancy requirements, and phasing requirements. B. Section 01 73 10 "Cutting and Patching" for cutting and patching procedures. C. Section 31 20 00 "Site Preperation and Earthwork" for site clearing and removal of above- and below -grade improvements not part of selective demolition. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. The American Society of Safety Engineers: 1. ANSI/ASSE A10.6 - Safety and Health Program Requirements for Demolition Operations. C. Code of Federal Regulations: 1. 40 CFR 82 - Protection of Stratospheric Ozone. D. NFPA: 1. NFPA 241 - Safeguarding Construction, Alteration, and Demolition Operations. 1.05 DEFINITIONS: A. Remove: Detach items from existing construction and dispose of them off-site unless indicated to be salvaged or reinstalled. B. Remove and Salvage: Detach items from existing construction, in a manner to prevent damage, and deliver to Owner ready for reuse. C. Remove and Reinstall: Detach items from existing construction, in a manner to prevent damage, prepare for reuse, and reinstall where indicated. D. Existing to Remain: Leave existing items that are not to be removed and that are not otherwise indicated to be salvaged or reinstalled. E. Dismantle: To remove by disassembling or detaching an item from a surface, using gentle methods and equipment to prevent damage to the item and surfaces; disposing of items unless indicated to be salvaged or reinstalled. 1.06 MATERIALS OWNERSHIP: A. Unless otherwise indicated, demolition waste becomes property of Contractor. ZCCU-TWDCO24119.DOCX 02 41 19 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 02 41 19 — SELECTIVE DEMOLITION: continued 1.07 PREDEMOLITION MEETINGS: A. Predemolition Conference: Conduct conference at Project site. 1. Inspect and discuss condition of construction to be selectively demolished. 2. Review structural load limitations of existing structure. 3. Review and finalize selective demolition schedule and verify availability of materials, demolition personnel, equipment, and facilities needed to make progress and avoid delays. 4. Review requirements of work performed by other trades that rely on substrates exposed by selective demolition operations. 5. Review areas where existing construction is to remain and requires protection. 1.08 INFORMATIONAL SUBMITTALS: A. Qualification Data: For refrigerant recovery technician. B. Schedule of Selective Demolition Activities: Indicate the following: 1. Detailed sequence of selective demolition and removal work, with starting and ending dates for each activity. Ensure Owner's, building manager's, and other tenants' on-site operations are uninterrupted. 2. Interruption of utility services. Indicate how long utility services will be interrupted. 3. Coordination for shutoff, capping, and continuation of utility services. 4. Coordination of Owner's continuing occupancy of portions of existing building and of Owner's partial occupancy of completed Work. C. Statement of Refrigerant Recovery: Signed by refrigerant recovery technician responsible for recovering refrigerant, stating that all refrigerant that was present was recovered and that recovery was performed according to EPA regulations. Include name and address of technician and date refrigerant was recovered. D. Warranties: Documentation indicating that existing warranties are still in effect after completion of selective demolition. 1.09 CLOSEOUT SUBMITTALS: A. Inventory: Submit a list of items that have been removed and salvaged. 1.10 QUALITY ASSURANCE: A. Refrigerant Recovery Technician Qualifications: Certified by an EPA -approved certification program. 1.11 FIELD CONDITIONS: A. Owner will occupy portions of building immediately adjacent to selective demolition area. Conduct selective demolition so Owner's operations will not be disrupted. B. Conditions existing at time of inspection for bidding purpose will be maintained by Owner as far as practical. C. Notify Architect of discrepancies between existing conditions and Drawings before proceeding with selective demolition. D. Hazardous Materials: It is not expected that hazardous materials will be encountered in the Work. ZCCU-TWDCO24119.DOCX 02 41 19 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 02 41 19 — SELECTIVE DEMOLITION: continued 1. If suspected hazardous materials are encountered, do not disturb; immediately notify Architect and Owner. Hazardous materials will be removed by Owner under a separate contract. E. Storage or sale of removed items or materials on-site is not permitted. F. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations. 1. Maintain fire -protection facilities in service during selective demolition operations. 1.12 WARRANTY: A. Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during selective demolition, by methods and with materials and using approved contractors so as not to void existing warranties. Notify warrantor before proceeding. B. Notify warrantor on completion of selective demolition, and obtain documentation verifying that existing system has been inspected and warranty remains in effect. Submit documentation at Project closeout. 1.13 COORDINATION: A. Arrange selective demolition schedule so as not to interfere with Owner's operations. PART 2- PRODUCTS 2.01 PERFORMANCE REQUIREMENTS: A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction. B. Standards: Comply with ASSE A10.6 and NFPA 241. PART 3 - EXECUTION 3.01 EXAMINATION: A. Verify that utilities have been disconnected and capped before starting selective demolition operations. B. Review Project Record Documents of existing construction or other existing condition and hazardous material information provided by Owner. Owner does not guarantee that existing conditions are same as those indicated in Project Record Documents. C. Perform an engineering survey of condition of building to determine whether removing any element might result in structural deficiency or unplanned collapse of any portion of structure or adjacent structures during selective building demolition operations. 1. Perform surveys as the Work progresses to detect hazards resulting from selective demolition activities. 3.02 PREPARATION: A. Refrigerant: Before starting demolition, remove refrigerant from mechanical equipment according to 40 CFR 82 and regulations of authorities having jurisdiction. ZCCU-TWDCO24119.DOCX 02 41 19 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 02 41 19 — SELECTIVE DEMOLITION: continued 3.03 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS: A. Existing Services/Systems to Remain: Maintain services/systems indicated to remain and protect them against damage. B. Existing Services/Systems to Be Removed, Relocated, or Abandoned: Locate, identify, disconnect, and seal or cap off utility services and mechanical/electrical systems serving areas to be selectively demolished. 1. Owner will arrange to shut off indicated services/systems when requested by Contractor. 2. If services/systems are required to be removed, relocated, or abandoned, provide temporary services/systems that bypass area of selective demolition and that maintain continuity of services/systems to other parts of building. 3. Disconnect, demolish, and remove fire -suppression systems, plumbing, and HVAC systems, equipment, and components indicated on Drawings to be removed. a. Piping to Be Removed: Remove portion of piping indicated to be removed and cap or plug remaining piping with same or compatible piping material. b. Piping to Be Abandoned in Place: Drain piping and cap or plug piping with same or compatible piping material and leave in place. c. Equipment to Be Removed: Disconnect and cap services and remove equipment. d. Equipment to Be Removed and Reinstalled: Disconnect and cap services and remove, clean, and store equipment; when appropriate, reinstall, reconnect, and make equipment operational. e. Equipment to Be Removed and Salvaged: Disconnect and cap services and remove equipment and deliver to Owner. 3.04 PROTECTION: A. Temporary Protection: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain. 1. Provide protection to ensure safe passage of people around selective demolition area and to and from occupied portions of building. 2. Provide temporary weather protection, during interval between selective demolition of existing construction on exterior surfaces and new construction, to prevent water leakage and damage to structure and interior areas. 3. Protect walls, ceilings, floors, and other existing finish work that are to remain or that are exposed during selective demolition operations. 4. Cover and protect furniture, furnishings, and equipment that have not been removed. B. Temporary Shoring: Design, provide, and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished. 1. Strengthen or add new supports when required during progress of selective demolition. C. Remove temporary barricades and protections where hazards no longer exist. 3.05 SELECTIVE DEMOLITION, GENERAL: A. General: Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations and as follows: ZCCU-TWDCO24119.DOCX 02 41 19 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 02 41 19 — SELECTIVE DEMOLITION: continued 1. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction. Use hand tools or small power tools designed for sawing or grinding, not hammering and chopping. Temporarily cover openings to remain. 2. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished surfaces. 3. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as duct and pipe interiors, verify condition and contents of hidden space before starting flame -cutting operations. Maintain portable fire -suppression devices during flame -cutting operations. 4. Maintain fire watch during and after flame -cutting operations. 5. Maintain adequate ventilation when using cutting torches. 6. Remove decayed, vermin -infested, or otherwise dangerous or unsuitable materials and promptly dispose of off-site. 7. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing. 8. Dispose of demolished items and materials promptly. B. Site Access and Temporary Controls: Conduct selective demolition and debris -removal operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities. C. Removed and Salvaged Items: 1. Clean salvaged items. 2. Pack or crate items after cleaning. Identify contents of containers. 3. Store items in a secure area until delivery to Owner. 4. Transport items to Owner's storage area designated by Owner. 5. Protect items from damage during transport and storage. D. Removed and Reinstalled Items: 1. Clean and repair items to functional condition adequate for intended reuse. 2. Pack or crate items after cleaning and repairing. Identify contents of containers. 3. Protect items from damage during transport and storage. 4. Reinstall items in locations indicated. Comply with installation requirements for new materials and equipment. Provide connections, supports, and miscellaneous materials necessary to make item functional for use indicated. E. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by Architect, items may be removed to a suitable, protected storage location during selective demolition and cleaned and reinstalled in their original locations after selective demolition operations are complete. 3.06 SELECTIVE DEMOLITION PROCEDURES FOR SPECIFIC MATERIALS: A. Concrete: Demolish in sections. Cut concrete full depth at junctures with construction to remain and at regular intervals using power -driven saw, and then remove concrete between saw cuts. B. Masonry: Demolish in small sections. Cut masonry at junctures with construction to remain, using power -driven saw, and then remove masonry between saw cuts. C. Concrete Slabs -on -Grade: Saw -cut perimeter of area to be demolished, and then break up and remove. ZCCU-TWDCO24119.DOCX 024119-5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 02 41 19 — SELECTIVE DEMOLITION: continued 3.07 DISPOSAL OF DEMOLISHED MATERIALS: A. Remove demolition waste materials from Project site 1. Do not allow demolished materials to accumulate on-site. 2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas. B. Burning: Do not burn demolished materials. 3.08 CLEANING: A. Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before selective demolition operations began. END OF SECTION 02 41 19 ZCCU-TWDCO24119.DOCX 02 41 19 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 031000 — CONCRETE FORMWORK PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes formwork for cast -in-place concrete. 1.03 RELATED REQUIREMENTS: A. Section 03 20 00 - Concrete Reinforcement. B. Section 03 30 00 — Cast -in -Place Concrete. 1.04 REFERENCE STANDARDS: A. Applicable Standards: 1. American Concrete Institute (ACI): a. ACI 117 - Specifications for Tolerances for Concrete Construction and Materials. b. ACI 301 - Specifications for Structural Concrete. c. ACI 318 - Building Code Requirements for Reinforced Concrete. d. ACI 347R - Guide to Formwork for Concrete. 2. ASTM International (ASTM): a. ASTM C31/C31M REV A — Standard Practice for Making and Curing Concrete Test Specimens in the Field. b. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. c. ASTM C1077 - Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation. PART 2 - PRODUCTS 2.01 MATERIALS FOR FACING: A. Where concrete will be exposed to view after construction: 1. Use exterior grade plywood at least 5/8 inch thick or steel forms capable of producing a smooth, uniform appearance. 2. Do not use form -facing materials with raised grain, torn surfaces, worn edges, dents, or other defects that will impair the texture of concrete surfaces. B. Where concrete will not be exposed to view after construction: 1. Exterior grade plywood at least 5/8 inch thick. 2. Steel. 3. Wood fiberboard. 4. Dressed lumber free of loose knots. C. Treat forms with commercially available form releasing agents that will not bond with, stain, or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion, nor shall it impede the wetting of surfaces to be cured with water or curing compounds. Form releasing agents shall be VOC compliant with a maximum VOC content of 3.8 lbs./gal. (450 g/L), or less where area restrictions are more stringent. ZCCU-TWDC031000.DOCX 031000 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 031000 — CONCRETE FORMWORK: continued D. Clean forms of sawdust, dust, dirt, and other foreign materials. 2.02 FORM TIES: A. Break back, coil, or screw type, except where otherwise specified. B. Use water -seal coil type in walls below grade and in walls of water bearing structures. Removable through -wall tapered ties shall not be used. C. Coil type shall leave conical depression in concrete. D. Space as required against pressure of fresh concrete. E. The portion of the form tie remaining in place shall provide for a clearance of two times the minimum dimension of the tie, but not less than 3/4 inch, from the formed surface. 2.03 CHAMFER STRIPS: A. Chamfer: 3/4 inch except where otherwise indicated. B. Place in all forms to provide chamfer where concrete will have exposed projecting corners. PART 3 - EXECUTION 3.01 FORM CONSTRUCTION: A. Conform to ACI 301, 318, and 347R, except Shop Drawings for formwork, shoring, and reshoring shall not be submitted for approval. B. Adequately brace, stiffen, and support forms to prevent perceptible deflection or settlement, and to hold plumb, level, and true to line. C. Construct and maintain forms to the tolerances given in ACI 117. D. Construct sufficiently tight to prevent mortar leakage. E. Avoid offsets between adjacent forms and construct so that shores, braces, and stiffening members are in line with those below. F. Space studs and stringers as required to support facing against concrete pressure, but not more than 12 inches for 5/8 -inch plywood or 16 inches for 3/4 -inch plywood. Maximum deflection of facing materials reflected on concrete surfaces exposed to view shall be 1/240 of the span between structural members of the formwork. G. Use wales, strongbacks, shores, and bracing as required. H. Form all necessary openings or chases for piping, ductwork, and similar items where indicated or as required for the Work. I. Construct forms to be removable in sections without marring concrete surface. J. Surface of forms shall provide a smooth, dense, plane surface to finished concrete where exposed to view. K. Contractor shall be responsible for structural adequacy, design, engineering, and construction of the formwork. L. Stay -in-place metal forms shall not be used. 3.02 TIME -IN-PLACE FOR FORMS: A. It is the responsibility of Contractor to consider all applicable factors and leave the formwork in place until it is safe to remove them. B. All removal shall be performed in a manner which will prevent damage to the concrete and ensure the complete safety of the structure. ZCCU-TWDC031000.DOCX 031000 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 031000 — CONCRETE FORMWORK: continued C. Where forms support more than one element, the forms shall not be removed until the form removal criteria are met by all supported elements. D. Evidence that concrete has gained sufficient strength to permit removal of forms shall be determined by tests on control cylinders. All control cylinders shall be stored in the structure or as near the structure as possible so they receive the same curing conditions and protection methods as given those portions of the structure they represent. Control cylinders shall be removed from the molds at an age of no more than 24 hours. All control cylinders shall be prepared and tested in accordance with ASTM C31/C31M REV A and ASTM C39/C39M at the expense of Contractor by an independent laboratory that complies with ASTM C1077. Control cylinders shall be tested within 4 hours after removal from the Site. E. Forms shall not be removed unless the minimum time or minimum compressive strength requirements below are met. 1. Formwork Not Supporting Weight of Concrete: a. Formwork for walls, columns, sides of beams, gravity structures, slabs -on -ground and other vertical type formwork not supporting the weight of concrete shall remain in place 24 -hours minimum after concrete placement is completed. 2. Formwork Supporting Weight of Concrete: a. Formwork supporting weight of concrete and shoring shall not be removed until structural members have acquired sufficient strength to safely support their own weight and any construction or other superimposed loads to which the supported concrete may be subjected. As a minimum, no forms or shoring shall be loosened or removed until control concrete test cylinders indicate the concrete has attained the following compressive strengths for the respective structural members: Structural Member Unshored slab and beam forms or forms which can be removed without disturbing shores Slab or beam shoring END OF SECTION 031000 ZCCU-T WDC031000.DOCX Percent of Design Compressive Strength 70 85 031000 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 031000 — CONCRETE FORMWORK: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-T WDC031000. DOCX 031000 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 032000 — CONCRETE REINFORCEMENT PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and DIVISION 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes steel reinforcement bars, ties, welded wire fabric, bolsters, chair supports, and accessories. 1.03 RELATED WORK SPECIFIED ELSEWHERE: A. Section 03 10 00 - Concrete Formwork. B. Section 03 30 00 - Concrete. C. Section 31 63 29 — Drilled Concrete Shafts 1.04 REFERENCE STANDARDS: A. Applicable Standards: 1. American Society for Testing and Materials (ASTM): a. A82 - Steel Wire, Plain, for Concrete Reinforcement. b. A185 - Steel Welded Wire Reinforcement, Plain, for Concrete. c. A615/A615M - Deformed and Plain Carbon Steel Bars for Concrete Reinforcement. d. A706/A706M - Low -Alloy Steel Deformed and Plain Bars for Concrete Reinforcement. 2. American Concrete Institute (ACI): a. 301 - Specifications for Structural Concrete. b. SP 66 - Detailing Manual. c. 318 - Building Code Requirements for Structural Concrete. d. 117 - Specifications for Tolerances for Concrete Construction and Materials. 3. American Welding Society (AWS): a. A5.5 - Low Alloy Steel Electrodes for Shielded Metal Arc Welding. b. B2.1 - Welding Procedure and Performance Qualification. c. DI.4 - Structural Welding Code Reinforcing Steel. 4. Concrete Reinforcing Steel Institute (CRSI): a. Manual of Standard Practice. 1.05 SUBMITTALS: A. Submit as specified in DIVISION 01. B. Include, but not limited to, the following: 1. Complete bar schedule, bar details, and erection drawings to conform to ACI SP 66. 2. Drawing with each type of bent bar marked with identification mark. Straight bars shall have mark number or be identified by size and length. 3. Erection drawings shall be clear, easily legible, and to a minimum scale of: a. 1/4 inch = 1 foot (1:50). b. 1/8 inch = 1 foot (1:100) if bars in each face are shown in separate views. 4. Size and location of all openings. ZCCU-T WDC032000.DOCX 032000 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 032000 — CONCRETE REINFORCEMENT: continued 5. Concrete protective cover. 6. Grade of steel. 7. Lap splice lengths. 1.06 DELIVERY, STORAGE, AND HANDLING: A. Store steel reinforcement blocked up off the ground and in orderly stacks. B. Store only bars with the same identifying label in the same stack. 1.07 TESTING: A. Perform at the mill for each heat. B. Submit certified test results upon request. PART 2 - PRODUCTS 2.01 REINFORCEMENT BARS, TIES, AND STIRRUPS: A. Materials: 1. Conform to ASTM A615, Grade 60, except as otherwise specified. 2. Cold -drawn wire for spiral column ties shall conform to ASTM A82. B. Fabrication of Bars: 1. Fabricate with cold bends conforming to the recommended dimensions shown in ACI 318. 2. Fabricate bars according to the tolerances given in ACI 117. 3. Field fabrication will be allowed only if Contractor has equipment to properly fabricate steel. 4. Attach metal or plastic tags with identifying markor length corresponding to mark number or length on Drawing. Straight bars shall have mark number or size and length. Bent bars shall have mark number. 5. Contractor may, at his option, continue steel reinforcement through openings in walls and slabs, then field -cut the opening so that there will be the required concrete cover between ends of bars and edge of opening. 2.02 BOLSTERS, CHAIRS, AND ACCESSORIES: A. Conform to ACI SP 66 and the CRSI Manual of Standard Practice. B. Provide all spacers, bolsters, chairs, ties, and other devices necessary to properly space, place, support, and fasten steel reinforcement in place during the concrete placement. C. Metal accessories shall be galvanized or plastic -coated where legs will be exposed in finished concrete surfaces. D. Do not use rocks, broken bricks, wood blocks, or concrete fragments for support of steel reinforcement. 2.03 PRECAST CONCRETE BLOCK BAR SUPPORTS: A. May be used only for bar supports in slabs on ground. B. Conform to ACI SP -66 and the CRSI Manual of Standard Practice. C. Each block shall have a minimum of 9 square inches (5800 square millimeters) of bearing area. Space as required by the particular condition of weight, bearing surface, and rigidity of the steel reinforcement. ZCCU-T WDC03 2000. DOCX 032000 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 032000 — CONCRETE REINFORCEMENT: continued PART 3 - EXECUTION 3.01 PLACEMENT OF STEEL REINFORCEMENT: A. Place all steel reinforcement before concrete is cast in accordance with approved erection drawings, ACI 117, Chapters 7 and 12 of ACI 318, and the CRSI Manual of Standard Practice. B. Remove oil, mill scale, pitting, mud, loose rust, ice, and other materials that would reduce bond from bars before placing. C. Tie securely with 16 gage (1.6 mm) or larger annealed iron wire. D. Place to maintain concrete cover to conform to ACI 117 and Chapter 7 of ACI 318, unless otherwise indicated. E. Splice steel where indicated. Splices shall be in full contact and shall conform to Chapter 12 of ACI 318. 1. Unless otherwise indicated, lap splices shall be Class B as defined by ACI 318. 2. Any additional Contractor -proposed splice shall be submitted for acceptance of location and splice length. F. Do not bend bars embedded in hardened or partially hardened concrete without approval from Engineer. If bending is permitted, conform to procedures of ACI 301 unless otherwise prescribed by the governing building code. G. Do not weld reinforcing bars unless specifically indicated. Where welding is indicated, provide bars conforming to ASTM A706/A706M and comply with AWS DI.4. END OF SECTION 032000 ZCCU-TWDC032000.DOCX 032000 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 032000 — CONCRETE REINFORCEMENT: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC032000.DOCX 032000 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes concrete and related items. B. Related Work Specified Elsewhere: 1. Concrete Formwork: SECTION 03 10 00. 2. Concrete Reinforcement: SECTION 03 20 00. 3. Drilled Concrete Shafts: SECTION 31 63 29. 1.02 REFERENCES: A. Comply with the provisions of the following codes, specifications, and standards, except as otherwise indicated. 1. American Concrete Institute (ACI): a. 301 - Specifications for Structural Concrete. b. 318 - Building Code Requirements for Structural Concrete. B. Applicable Standards Where Referenced Herein: 1. American Society for Testing and Materials (ASTM): a. A167 - Stainless and Heat -Resisting Chromium -Nickel Steel Plate, Sheet, and Strip. b. B370 - Copper Sheet and Strip for Building Construction. c. C31/C31M - Practice for Making and Curing Concrete Test Specimens in the Field. d. C33 - Concrete Aggregates. e. C39 - Test Method for Compressive Strength of Cylindrical Concrete Specimens. f. C40 - Test Method for Organic Impurities in Fine Aggregates for Concrete. g. C42 - Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete. h. C78 - Test Method for Flexural Strength of Concrete (Using Simple Beam with Third -Point Loading). i. C88 - Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate. j. C94 - Ready -Mixed Concrete. k. C114 - Test Methods for Chemical Analysis of Hydraulic Cement. 1. C117 - Test Method for Material Finer than 75µ (No. 200) Sieve in Mineral Aggregates by Washing. m. C136 - Test Method for Sieve Analysis of Fine and Coarse Aggregates. n. C142 - Test Method for Clay Lumps and Friable Particles in Aggregates. o. C143 - Test Method for Slump of Hydraulic Cement Concrete. p. C150 - Portland Cement. q. C172 - Practice for Sampling Freshly Mixed Concrete. r. C192/C192M - Practice for Making and Curing Concrete Test Specimens in the Laboratory. s. C231 - Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method. t. C233 - Test Methods for Air -Entraining Admixtures for Concrete. u. C260 - Air -Entraining Admixtures for Concrete. v. C289 - Test Method for Potential Alkali -Silica Reactivity of Aggregates (Chemical Method). ZCCU-TWDC033000.DOCX 033000-1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued w. C295 - Guide for Petrographic Examination of Aggregates for Concrete. x. C309 - Liquid Membrane -Forming Compounds for Curing Concrete. y. C430 - Test Method for Fineness of Hydraulic Cement by the 4511. (No. 325) Sieve. z. C494 - Chemical Admixtures for Concrete. aa. C566 - Test Method for Total Evaporable Moisture Content of Aggregate by Drying. bb. C595/C595M - Blended Hydraulic Cements. cc. C618 - Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete. dd. C881 - Epoxy -Resin -Base Bonding Systems for Concrete. ee. C989 — Ground Granulated Blast -Furnace Slag for Use in Concrete and Mortars. ff. C1107 - Packaged Dry, Hydraulic Cement Grout (Nonshrink). gg. C1193 - Guide for Use of Joint Sealants. hh. C1315 - Liquid Membrane -Forming Compounds Having Special Properties for Curing and Sealing Concrete. ii. D1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural Construction. (Nonextruding and Resilient Bituminous Types). jj. D1752 - Preformed Sponge Rubber, Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction. kk. D2240 - Test Method for Rubber Property - Durometer Hardness. 11. E1155/E1155M - Test Method for Determining FF Floor Flatness and FL Floor Levelness Numbers. 2. American Concrete Institute (ACI): a. 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete. b. 302.1R - Guide for Concrete Floor and Slab Construction. c. 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete. d. 305R - Committee Report on Hot Weather Concreting. e. 306R - Committee Report on Cold Weather Concreting. f. 308.1 - Standard Specification for Curing Concrete. g. 309R - Guide for Consolidation of Concrete. 3. Concrete Plant Manufacturers Bureau (CPMB): a. 100 - Concrete Plant Standards. b. 102 - Recommended Guide Specifications for Batching Equipment and Control Systems in Concrete Batch Plants. c. Plant Mixer Manufacturers Division (PMMD) 100 - Concrete Plant Mixer Standards. 4. National Bureau of Standards (NBS) Specifications for Scales. 5. Truck Mixer Manufacturers Bureau (TMMB): a. Truck Mixer, Agitator and Front Discharge Concrete Carrier Standards. 1.03 DEFINITIONS: A. Cementitious Materials: Portland cement alone or in combination with one or more of the following: fly ash and other pozzolans, ground granulated blast -furnace slag, and silica fume; subject to compliance with requirements. B. W/C ratio: The ratio by weight of water to cementitious materials. ZCCU-TWDC033000.DOCX 033000-2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 1.04 SUBMITTALS: A. Submit as specified in DIVISION 1. B. Include, but not limited to, product data and Shop Drawings of the following: 1. Nonshrink grouts. 2. Cementitious materials. 3. Admixtures. 4. Bonding agents. 5. Curing agents. 6. Joint sealants. 7. Waterstops. 8. Joint filler and joint filler strips. 9. Repair materials. C. Mill Certificates: 1. Submit to Contractor a minimum of one copy for each cement shipment. D. Concrete Mix Design Proportions: 1. Submit as specified in PART 2, paragraph 2.OID - Mix Proportions, this Section. 2. Submit for each mix design, including aggregate gradation data. 3. Resubmit for any change in each mix design. E. Production Test Reports: Submit as specified in DIVISION 1 and PART 2, paragraph 2.01E - Measurement of Materials, this Section 1.05 QUALITY ASSURANCE: A. Field Testing: Shall be performed by an ACI Concrete Field Testing Technician Grade 1. B. Finishing: Finishing of concrete slabs and floors shall be supervised by an ACI Concrete Flatwork Technician/Finisher. C. Submit qualification records of field testing and finishing technicians prior to placing concrete. PART 2 - PRODUCTS 2.01 CONCRETE MATERIALS: A. Cementitious Materials: 1. Portland Cement ASTM C 150, Type I/II. Supplement with the following: a. Fly Ash: ASTM C618, Class F. b. Ground Granulated Blast -Furnace Slag: ASTM C989, Grade 100 or 120. c. Use the cementitious materials, of the same type, brand, and source, throughout Project. 2. Silica Fume: ASTM C1240, amorphous silica. 3. Fine Aggregate: a. Conform to ASTM C33. b. Approved service record of 3 years with a history indicating that the fine aggregate is not chemically reactive. c. For a new fine aggregate source, or when 3 years' approved service records are not available, or when the service records are unacceptable; the aggregate shall be evaluated for potential reactivity. Aggregate must be considered innocuous in accordance with petrographic examination by ASTM C295 and tests conforming to ASTM C289. ZCCU-TWDC033000.DOCX 033000-3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued d. Fine aggregate considered deleterious or potentially deleterious shall not be used without approval. e. Maintain fine aggregate free of ice and frozen lumps. f. Fineness modulus shall be between 2.3 and 3.1. 4. Coarse Aggregate: a. Conform to ASTM C33. (1) Limits for deleterious substances and physical property requirements shall conform to Table 3 and applicable class designation 3S. b. Approved service record of 3 years with a history indicating that the coarse aggregate is not chemically reactive. c. For a new coarse -aggregate source, when 3 years' approved service records are not available, or when the service records are unacceptable; the aggregate shall be evaluated for potential reactivity. Aggregate must be considered innocuous in accordance with petrographic examination by ASTM C295 and tests conforming to ASTM C289. d. Coarse aggregate considered deleterious or potentially deleterious shall not be used without approval. e. Maintain coarse aggregate free of ice and frozen lumps. f. Grading Requirements: (1) Size No. 57, from 3/4 -inch (19 mm) to No. 4 (4.75 mm) sieve for all concrete unless otherwise specified. 5. Mixing Water: a. Only potable water will be acceptable. 6. Admixtures: a. Water -Reducing Type: (1) Conform to ASTM C494, Type A. (2) Conform to manufacturer's recommendations for use. (3) Technical assistance of the manufacturer's field representative shall be furnished upon request. b. Air -Entraining Type: (1) Conform to ASTM C260. (2) Conform to manufacturer's recommendations for use. (3) Technical assistance of the manufacturer's field representative shall be furnished upon request. (4) Testing of air -entraining admixtures shall conform to ASTM C233. c. Other Admixtures: Use only with Contractor's written concurrence. (1) Water -Reducing, Retarding Type: Conform to ASTM C494, Type D. d. Admixtures shall not contain any chloride ions. e. Storage: Admixtures shall be stored in such a manner as to avoid contamination, evaporation, freezing, temperature changes, settling, or any damage which would adversely affect their characteristics. B. Laboratory Testing of Materials for Use in Concrete: 1. An approved independent testing laboratory shall be selected and paid by Contractor to perform all required laboratory tests of materials proposed for use in the production of concrete and to determine mix proportions when laboratory trial batches are required. ZCCU-TWDC033000.DOCX 033000-4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 2. Contractor shall deliver representative Samples of all proposed concrete materials to the laboratory for the following testing: a. Fine Aggregate: (1) ASTM C33. (2) ASTM C40. (3) ASTM C88. (4) ASTM C117. (5) ASTM C136. (6) ASTM C142. (7) Fineness modulus. b. Coarse Aggregate: (1) ASTM C33. (2) ASTM C88. (3) ASTM C136. (4) ASTM C142. c. Air -entraining admixture shall be tested conforming to ASTM C233. 3. The laboratory test results shall be part of the design mix submittal specified in this PART 2, paragraph 2.01D. - Mix Proportions. C. Concrete Qualities Required: 1. Compressive Strength: a. Minimum 28 -day compressive strength = 4,500 psi, normal weight, for all construction unless otherwise indicated. b. Compressive -strength determinations shall be made from 6 -inch diameter x 12 -inch long concrete cylinders tested in accordance with ASTM C39. 2. Slump of concrete shall be between 2 inches and 4 inches as tested in accordance with ASTM C143. 3. Air Content: a. 6% + 1% unless otherwise indicated or specified. b. Testing shall be in accordance with ASTM C231. 4. Water -Cement Ratio: a. In addition to the aforementioned requirements, water -cement ratios shall be limited as follows: (1) 0.45 for all concrete unless otherwise specified. D. Mix Proportions: 1. Concrete shall be homogeneous, readily placeable, uniformly workable, and finishable; proportioned to conform to ACI 211.1. 2. Mix proportions for all concrete, unless otherwise specified, shall be selected preferably on the basis of field experience; but in the case where sufficient or suitable strength test data is not available, concrete shall be proportioned on the basis of laboratory trial mix design. a. Field experience using test results within the preceding year, with the materials and plant to be employed may be the basis of mix proportioning, provided that not less than 30 consecutive satisfactory compressive -strength (or flexural -strength) tests on concrete using the proposed materials with a similar mix are available. A compressive -strength test is defined as the average 28 -day compressive strength of ZCCU-TWDC033000.DOCX 033000-5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued two companion cylinders made conforming to ASTM C172 and ASTM C31 and tested conforming to ASTM C39. (1) The standard deviation of compressive -strength tests shall be computed as a basis for design of the mix. The design average compressive strength shall exceed the specified strength by at Least: (a) 400 psi (2760 kPa) if standard deviation is less than 300 psi (2070 kPa). (b) 550 psi (3800 kPa) if standard deviation is 300 to 400 psi (2070 to 2760 kPa). (c) 700 psi (4830 kPa) if standard deviation is 400 to 500 psi (2760 to 3450 kPa). (d) 900 psi (6200 kPa) if standard deviation is 500 to 600 psi (3450 to 4140 kPa). (e) 1,200 psi (8275 kPa) if standard deviation is greater than 600 psi (4140 kPa). (2) Submit the following test data to Contractor for approval prior to placing concrete: (a) Fine Aggregate: 1) ASTM C33. 2) ASTM C40. 3) ASTM C88. 4) ASTM C117. 5) ASTM C136. 6) ASTM C142. 7) Fineness modulus. 8) ASTM C295 and ASTM C289 or approved service records. (b) Coarse Aggregate: 1) ASTM C33. 2) ASTM C88. 3) ASTM C136. 4) ASTM C142. 5) ASTM C295 and ASTM C289 or approved service records. (c) Cement: 1) Mill certificate. 2) ASTM C430. (d) Concrete: 1) Fine and coarse aggregate, water and cement sources. 2) Mix proportions, slump and air content. 3) Data on 30 consecutive satisfactory compressive strength tests and standard deviation calculations. b. Laboratory Trial Batch: When laboratory trial batches are used as a basis for determining mix proportions, all such Work shall be performed by the laboratory as specified in PART 2, paragraph 2.01B. - Laboratory Testing of Materials for Use in Concrete, this Section. (1) Laboratory trial batches shall be used to establish a water -cement ratio, compression -strength curve with at least three points, each representing the ZC C U -T W DC 03 3 000. DOC X 033000-6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued strength of a separate trial batch. At least one point shall be above and one below the strength required. Each point on the curve shall represent the average of at least three cylinders tested at 28 days or an earlier age when approved by Contractor. The slump and air content shall be at the maximum limits specified in PART 2, paragraph 2.01 C. - Concrete Qualities Required, this Section. (2) A point on the water -cement ratio, compressive -strength curve shall be selected that will provide an average compressive strength at least 1,200 psi greater than the specified minimum strength. (3) Submit the following test data to Contractor for approval prior to placing concrete. (a) Fine Aggregate: 1) ASTM C33. 2) ASTM C40. 3) ASTM C88. 4) ASTM C117. 5) ASTM C136. 6) ASTM C142. 7) Fineness modulus. 8) ASTM C295 and ASTM C289 or approved service records. (b) Coarse Aggregate: 1) ASTM C33. 2) ASTM C88. 3) ASTM C136. 4) ASTM C142. 5) ASTM C295 and ASTM C289 or approved service records. (c) Cement: 1) Mill certificate. 2) ASTM C430. (d) Concrete: 1) Fine and coarse aggregate, water and cement sources. 2) Laboratory mix proportions, slump and air content. 3) Water -cement ratio, compressive -strength curve. 3. Prior to placing any concrete, the laboratory selected by Contractor shall report the results of the testing and mix designs to the following: a. Engineer, Kansas City Office (two copies). b. Resident Project Representative, Field Office (one copy). c. Contractor (copies as required). d. Concrete Supplier (copies as required). E. Measurement of Materials: 1. General Requirements: a. Conform to ACI 304R. b. Beam or springless dial -type scale conforming with NBS - "Specifications for Scales." c. Volumetric measurement of water shall be performed with an approved automatic valve. ZCCU-T WDC033000.DOCX 033000-7 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 2. Concrete Plant Scale Accuracy and Calibration Frequency: a. The concrete plant scales shall be accurate to +0.4% of the capacity of the scale. b. The scales shall be calibrated at intervals as specified in PART 3, ARTICLE 3.09 - TESTING, this Section. 3. Individual Batch Accuracy: a. Cement: ±1.0%. b. Water: ±1.0% by volume or weight. c. Aggregates: ±2.0%. d. Admixtures: ±3.0% by volume or weight. F. Mixing and Delivery: 1. Conform to ACI 304R. 2. Cement temperature, when added to mix, shall not exceed 170°F (77°C). 3. Adjust the amount of mix water to compensate for the moisture content of the aggregates. 4. Concrete Plant: a. Conform to "Concrete Plant Mixer Standards" of the Plant Mixer Manufacturers Division, Concrete Plant Manufacturers Bureau, and "Concrete Plant Standards" of the Concrete Plant Manufacturers Bureau. b. Charge with 5% to 10% of the mixing water both in advance and after the addition of aggregates and cement. c. Charge with remaining water uniformly with the other materials. d. Avoid charging in excess of manufacturer's rating. e. Discharge mixed concrete completely prior to recharging. f. Mixing Time: (1) Start immediately when all ingredients, except the last of the water, are in the mixer. (2) Minimum mixing time shall conform with mixer manufacturer's instructions, but not be less than the following: Capacity of Mixer Minimum Time Cubic Yards of Mixing 1 or less 1 minute 2 1 minute, 15 seconds 3 1 minute, 30 seconds 4 1 minute, 45 seconds 5 2 minutes 6 2 minutes, 15 seconds Add 15 seconds' mixing time for each additional cubic yard of concrete. Capacity of Mixer Minimum Time Cubic Meters of Mixing 1 or less 1 minute, 20 seconds 2 1 minute, 40 seconds 3 2 minutes 4 2 minutes, 20 seconds 5 2 minutes, 40 seconds 6 3 minutes ZCCU-TWDC033000.DOCX 033000-8 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued Add 20 seconds of mixing time for each additional cubic meter of concrete. 5. Mixing of Concrete at Plant Off Jobsite: a. Mix concrete in central mixer or truck mixer. Transport in truck mixer turning at agitation speeds only. b. Water added to concrete having a slump below the specified minimum shall be at contractor's risk. If the water added produces a slump greater than the specified maximum, the concrete will be rejected. If water is added, the concrete shall be remixed for a minimum of 25 revolutions. Water shall not be added after the truck mixer has begun to discharge concrete. c. Truck mixer shall conform to "Truck Mixer, Agitator, and Front Discharge Concrete Carrier Standards" of the Truck Mixer Manufacturers Bureau. d. Ready -mixed concrete shall be produced and delivered conforming to ASTM C94 as applicable. e. Contractor shall furnish Owner with a concrete delivery ticket for each load of concrete. The ticket shall have the following information recorded: (1) Serial number of ticket. (2) Time batched. (3) Time arrived on jobsite. (4) Amount of concrete (by volume). (5) Mix number. (6) Amount of all water added at jobsite by Contractor. (7) Name of ready -mix batch plant. (8) Date. (9) Truck number. (10) Name of purchaser. 6. Plant and truck mixer uniformity shall be tested according to ASTM C94. Frequency of tests shall be as specified in PART 3, this Section. 2.02 GROUT: A. Grout for Dry Packing: 1. Volume: 1 part portland cement to 2 parts sand. 2. Keep water to a minimum as required for placing by the dry packing method. 3. Place after the mixed grout has been allowed to stand for 2 hours. 4. The sand and cement shall be as specified for concrete. B. Flowable Nonshrinking Grout: 1. Required for setting handrail posts, for setting equipment recommended by the manufacturer to be set with nonshrinking grout, and in other places indicated. 2. Grout shall be nonmetallic and conform to ASTM C1107. 3. Prepare and place conforming to manufacturer's printed instructions. 4. For equipment bases, the concrete surfaces shall be grit blasted or roughened with a chipping hammer prior to grouting. The foundation plates shall be cleaned of any grease, oil, paint, primers, or epoxy coatings. C. Grout for Bonding: 1. Proportion (by weight): 1 part cement to 1-1/2 parts sand. 2. Keep water to a minimum. ZCCU-TWDC033000.DOCX 033000-9 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 2.03 BONDING AGENT: 1. Provide moisture -insensitive, epoxy -resin bonding agent conforming to ASTM C881. 2.04 CONCRETE ACCESSORIES: A. Preformed Self-sealing Waterstops: 1 Swellable, Chloroprene Rubber Waterstop: a. Greenstreak, Inc. - Hydrotite Product N. CJ -1020 -2K -ADH. b. Adeka - Ultra Seal MC-2010MN. 2. Swellable, Bentonite Waterstop: a. Greenstreak, Inc. - Swellstop Profile 594 (3/4" x 1 "). b. CETCO Building Materials - Volclay RX 101 (3/4" x 1"). 3. Non -swelling, Mastic/Asphaltic Waterstop: a. Greenstreak, Inc. - Lockstop. b. Henry Company - Synko-Flex (SF302). 4. Provide all accessories as recommended by the manufacturer including, but not limited to, primers, adhesives, and sealants to ensure watertight construction. Install per manufacturer's written instructions and recommendations. B. Preformed Contraction Joints: Zip Joint T-shaped plastic strip as manufactured by BoMetals, Inc., Powder Springs, Georgia. Depth of preformed construction joint shall exceed 1/4 of the slab thickness. 2.05 CURING AGENT: A. Apply to all concrete surfaces unless otherwise indicated or specified. B. Curing agent shall conform as follows: 1. ASTM C309, Type 1: Use where concrete surface is not exposed to direct sunlight after placement. 2. ASTM C309, Type 1-D: Use where slabs are exposed to direct sunlight for a period of seven days minimum after placement. Curing and sealing agent with fugitive dye shall be readily distinguishable upon the concrete surface for at least four hours after application but shall be inconspicuous within seven days after application. 3. ASTM C309, Type 2: Use as specified in PART 3, ARTICLE 3.05 - HOT WEATHER CONCRETING, this Section. C. Curing compound used on floors to be sealed, painted, tiled, topped, dampproofed, waterproofed, or covered with resilient floor covering shall be guaranteed not to interfere with application of sealer, paint, tile mortar, or tile adhesive after a 28 -day curing period. D. Curing compound shall be VOC compliant with a maximum VOC content of 2.9 lbs/gal, or less where Project location regulations are more stringent. 2.06 CONCRETE FLOOR CURING AND SEALING AGENT: A. Apply to all interior concrete floor surfaces subject to vehicle or pedestrian traffic. B. Curing and sealing agent shall conform as follows: 1. ASTM C1315, Type I, Class A: Use where slabs are not exposed to direct sunlight after placement. 2. ASTM C1315, Type I, Class A with Fugitive Dye: Use where slabs are exposed to direct sunlight for a period of seven days minimum after placement. Curing and sealing agent with fugitive dye shall be readily distinguishable upon the concrete surface for at least ZCCU-TWDC033000.DOCX 033000-10 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued four hours after application but shall be inconspicuous within seven days after application. 3. ASTM C1315, Type II, Class A: Use as specified in PART 3, ARTICLE 3.05 - HOT WEATHER CONCRETING, this Section. C. Apply as soon as possible and in conformance with manufacturer's written instructions. 2.07 CONCRETE MIXTURES, GENERAL: A. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301. 1. Use a qualified independent testing agency for preparing and reporting proposed mixture designs based on laboratory trial mixtures. B. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than Portland cement in concrete as follows: 1. Fly Ash: 25%. 2. Combined Fly Ash and Pozzolan: 25%. 3. Ground Granulated Blast -Furnace Slag: 50%. 4. Combined Fly Ash or Pozzolan and Ground Granulated Blast -Furnace Slag: 50% Portland cement minimum, with fly ash or pozzolan not exceeding 25%. 5. Combined Fly Ash, Pozzolans, and Silica Fume: 35% with fly ash or pozzolans not exceeding 25% and silica fume not exceeding 10%. 6. Combined Fly Ash or Pozzolans, Ground Granulated Blast -Furnace Slag, and Silica Fume: 50% with fly ash or pozzolans not exceeding 25% and silica fume not exceeding 10%. C. Limit water-soluble, chloride -ion content in hardened concrete to 0.15% by weight of cement. D. Admixtures: Use admixtures according to manufacturer's written instructions. 1. Use water -reducing, high -range water -reducing, or plasticizing admixture in concrete, as required, for placement and workability. 2. Use water -reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions. 3. Use water -reducing admixture in pumped concrete, concrete for heavy -use industrial slabs and parking structure slabs, concrete required to be watertight, and concrete with a water-cementitious materials ratio below 0.50. PART 3 - EXECUTION 3.01 PREPARATION FOR CONCRETE PLACEMENT: A. Openings Through Concrete: Provide openings through concrete as indicated and for the proper installation of all equipment, piping, wiring, ductwork and similar items, installed under this Contract. B. Installation of Embedded Items: 1. Provide for accurate installation of embedded items installed under this Contract. 2. Securely fix floor drains in place to prevent flotation while placing concrete. Uniformly and accurately slope finish floor slab toward the drains. 3. Embedded items shall be as indicated or specified, or as selected by Contractor and approved by Engineer. ZCCU-TWDC033000.DOCX 033000-11 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 4. During cold weather, protect pipe sleeves from moisture which may freeze, expand, and crack the sleeve and concrete structure. 5. Grease or tape anchor bolt threads to protect from concrete splatter. C. Installation of Joints: 1. Construction Joints: a. Location: (1) Locate joints, which are not indicated or specified, in conformance with ACI 318. (2) Obtain Engineer's approval of joints located by Contractor prior to preparation of reinforcing steel drawings. b. Preparation and Installation: (1) Clean and break laitance or other foreign material from bonding surface. (2) Tighten forms remaining in place (where applicable) to prevent seepage between forms and hardened concrete. (3) Provide waterstops and shear keys as indicated or specified and as required in any new construction joint requested by Contractor. c. Waterstops: (1) Install in all construction joints where indicated. (2) Install conforming to manufacturer's printed instructions. 2. Isolation Joints: a. Install filler, backer rod and sealant in strict conformance with manufacturer's written instructions. b. Reinforcing steel shall not extend through isolation joints unless indicated otherwise. c. Attach rigid joint filler to the face of the joint prior to placing adjacent concrete. The filler shall occupy the entire width of the joint. d. Install sealant backer rod for sealant except where indicated to be omitted. Install bond breaker where indicated. e. Clean joints surfaces immediately before application of sealant. f. Install joint sealants to conform to ASTM C1193. Tool sealants to provide smooth, uniform bead with a slightly concave surface, eliminate air pockets, and insure sealant contact and adhesion with sides of joint. g. Protect joints from moisture and ice during freezing. 3. Contraction Joints: As specified in this PART 3, ARTICLE 3.03 - FINISHING, this Section. D. Cutting and Bonding to Existing Concrete: 1. Cutting Existing Concrete: a. Use methods and equipment that will avoid damage to adjacent parts of the structure from heavy blows or vibration. b. Cut existing concrete with power concrete saw where possible to prevent spalling and chipping and to form neat, straight edge. c. Remove all loose or cracked concrete resulting from cutting existing concrete, leaving only sound, undamaged concrete adjacent to new Work. d. Leave access opening edges with a neat, true grout surface to the opening size indicated. ZCCU-TWDC033000.DOCX 033000-12 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued e. Cut reinforcing steel with sufficient length remaining (approximately 48 bar diameters) for bending and lapping into new construction. 2. Bonding to Existing Concrete: a. Roughen concrete to 1/4 -inch amplitude by use of a pneumatic chipping hammer or other approved means. b. Thoroughly clean the concrete surface and apply the bonding agent in accordance with manufacturer's written instructions. 3.02 PLACING OF CONCRETE: A. Conventional Placing: 1. General Requirements: a. Conform to ACI 304R. b. Bonding surfaces, including reinforcement, shall be clean, free of laitance and foreign materials. c. Face horizontal bonding surfaces with 1 -inch (25 -mm) -thick coat of fresh "grout for bonding." Wet all other surfaces. d. Place concrete on properly prepared and unfrozen subgrade and only in dewatered excavation and forms. e. Use forms for all concrete except where otherwise indicated or specified. (Footings entirely below grade may be earth formed.) f. Do not place concrete that has partially hardened or has been contaminated by foreign materials. g. Prevent mud or foreign materials from entering the concrete or forms during placement operations. 2. Conveying: a. Convey concrete from the mixer and deposit in place by methods which will prevent the segregation or loss of materials. b. Equipment for chuting, pumping, and pneumatically conveying concrete shall be of such size and design as to provide a practically continuous flow of concrete at the delivery end. c. Aluminum conveying equipment shall not be used. 3. Depositing: a. Place concrete in continuous horizontal lifts not to exceed 2 feet, and place concrete against bulkheads and keyways at vertical joints. b. Maximum free drop of concrete and grout for bonding shall be 5 feet, in walls 10 inches or less in thickness, with 1 -foot additional drop allowed for each inch of wall thickness over 10 inches, with a maximum drop of 10 feet. c. When vapor barrier is used, keep lapped joints closed and take precautions to avoid puncturing the barrier. 4. Consolidation of Concrete: a. Consolidate concrete in conformance with ACI 309R. Characteristics and application of concrete vibrators shall be as set forth in Table 5.1.5. b. Provide an adequate number of vibrators of sufficient capacity to keep up with the maximum rate of concrete placement. Keep on hand adequate standby equipment in good operating condition. ZCCU-T WDC033000.DOCX 033000-13 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued c. Vibrate concrete only until the concrete is thoroughly consolidated and the voids filled, as evidenced by the leveled appearance of the concrete at the exposed surface and the embedment of the surface aggregate. d. Insert internal vibrators vertically to the full depth of the layer being placed and into the previous layer. Do not drag vibrators through the concrete. Insert and withdraw vibrator slowly with the vibrator running continuously so that no hole will be left in the concrete. Do not flow concrete from one location to another by use of a vibrator. e. Consolidate concrete layer to full depth when using a surface vibrator. Use thinner layers or a more powerful vibrator if necessary to achieve complete consolidation. f. Use form vibrators only where sections are too thin or where sections are inaccessible for internal vibrators. 5. Time Requirements: a. Place concrete at a sufficient rate to assure that lifts below have not taken initial set before fresh concrete is deposited. b. Place concrete within 45 minutes after mixing. This period may be extended to 1 hour and 30 minutes provided that the combined air temperature, relative humidity, and wind velocity are such that the plasticity of the fresh concrete is satisfactory for placement and consolidation, and that the specified mixing water is not exceeded. Concrete which has partially set shall not be retempered but shall be discarded. B. Placing Concrete at Joints: 1. Bed horizontal joints with 1 inch of grout for bonding. 2. Take precautions to ensure tight, well -bonded construction joints with no air pockets or voids. 3. Take special precautions to avoid bending or displacing waterstop while placing concrete around it. 4. Delay construction at a joint a minimum of 16 hours where placement is continued past joint, except where otherwise indicated. 3.03 FINISHING: A. Unformed Surfaces: 1. Screed Finish: a. Use as first stage for all concrete finishes. b. Immediately after screeding, use a wood float, darby, or bullfloat to eliminate high and low spots and to embed large aggregate. This shall be done in a manner to produce even, uniform surfaces so that surface irregularities do not exceed 3/8 inch in 10 feet (9 mm in 3 meters) when used as final finish. c. Finish screeded base slab with coarse broom or rake in areas to receive 2 -course floor finish. 2. Floated Finish: a. Use as second stage of broomed, troweled, or magnesium -troweled finish. b. Float with mechanical float. Hand floating will be permitted only in areas inaccessible to mechanical float. ZCCU-TWDC033000.DOCX 033000-14 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued c. On surfaces not to receive troweled or magnesium -troweled finish, finish with wood or cork float after mechanical floating to a true uniform surface so that surface irregularities do not exceed 1/8 inch in 10 feet ,except at floor drains. 3. Broomed Finish: a. Use as final finish on all outdoor slabs subject to vehicle or pedestrian traffic unless specified or indicated otherwise. b. After floated finish, draw a stiff bristle broom across the surface making uniform corrugations, perpendicular to the direction of traffic, not more than 1/16 inch (1.6 mm) deep. 4. Floor Flatness and Levelness: a. Applicable for steel and magnesium troweled finish floors, and other floors as indicated or specified. b. Finish to a true uniform surface so that surface irregularities do not exceed 1/8- inchin 10 feet, except at floor drains. c. All slabs on grade not meeting the above minimum tolerance tests shall be removed and replaced at Contractor's expense. d. All elevated floors not meeting the above minimum tolerance tests shall be ground and re -topped at the Contractor's expense. B. Formed Surfaces: 1. Repair surface defects as specified in PART 3, paragraph 3.03C. - Repair of Defective Surfaces, this Section. 2. Burlap Finish: a. Apply burlap surface treatment to the following formed surfaces: (1) Concrete exposed to public view. (2) Concrete that is to be painted. b. Remove forms as soon as permitted in accordance with SECTION 031000. c. Wet and fill all voids using mortar with the same sand -cement ratio as original concrete. Blend with white cement to match concrete color. d. Strike off all excess mortar flush with the surface using a burlap or canvas cloth with a circular motion. e. Remove all rough spots and rub with cloth to leave a surface of uniform texture and appearance. f. Finish shall result in a coating of mortar that will fill all small voids and air holes, leaving a smooth surface. g. Cure as specified in this PART 3, ARTICLE 3.04 - CURING, this Section. C. Repair of Defective Surfaces: 1. Defined as any concrete surface showing misalignment, rock pockets, poor joints, holes from ties, voids, honeycomb, or any other defective area. 2. Repairing: a. Repair as soon as forms have been removed. b. Chip surface back to minimum depth of 1/2 inch, chip edges perpendicular to surface, prewet depression and brush with neat cement immediately before patching. c. Patch surfaces using stiff mortar with same sand -cement ratio as original concrete and with minimum water for placing. Blend with white cement to match concrete color. ZCCU-TWDC033000.DOCX 033000-15 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued d. Compact mortar into depressions so that after curing, hole is filled and mortar is flush with surface. Use hammer and ramming rod for compacting the holes. e. Moist -cure for 3 days or use curing compound. f. Engineer shall be notified of areas containing defects or where reinforcing steel is exposed, prior to determination of repair method. 3.04 CURING: A. Cure concrete by one of the following methods in accordance with ACI 308.1: 1. Leaving in forms for a minimum of 7 days. Keep formwork wet to prevent drying of concrete surfaces. 2. Use of saturated bats, soaker hoses, or sprinkler for a minimum of 7 days. Keep concrete continuously wet. 3. Using polyethylene sheets applied in full contact with surfaces. 4. Using one coat of a liquid membrane forming compound as specified. Apply immediately after removal of forms (which have been continuously wet); or in case of a slab, after the concrete has been finished and is hardened sufficiently to walk on. 5. Curing of concrete during hot or cold weather shall conform to PART 3 - HOT WEATHER CONCRETING and COLD WEATHER CONCRETING, this Section. 3.05 HOT WEATHER CONCRETING: A. Follow the recommendations of ACI 305R if any of the following conditions occur: 1. When the temperature is 90°F or above. 2. When the temperature is likely to rise above 90°F within the 24-hour period after concrete placement. 3. When there is any combination of high air temperature, low relative humidity, and wind velocity which would impair either concrete strength or quality. B. Concrete shall have a maximum temperature of 85°F during placement. C. Dampen subgrade and forms with cool water immediately prior to placement of concrete. D. Protect freshly placed concrete immediately after placement so that the rate of evaporation as determined by ACI 305R (Figure 2.1.5) does not exceed 0.2 pound per square foot per hour. E. Protect concrete with suitable insulation if rapidly decreasing nighttime temperatures occur, which would cause thermal shock to concrete placed during warm daytime temperatures. F. Protect the concrete with temporary wet covering during any appreciable delay between placement and finishing. G. Begin curing unformed surfaces immediately after finishing and continue for 24 hours. Curing shall consist of application and maintenance of water -saturated material to all exposed surfaces; horizontal, vertical, and otherwise. After the 24-hour interval, continue curing using one of the following methods: 1. Moist curing for 6 days. 2. Application of one coat of curing compound as specified. 3. Application and maintenance of curing paper or heat -reflecting plastic sheets for 6 more days. H. Begin curing formed concrete immediately after placing. Curing shall consist of keeping forms continuously wet for 24 hours. Thereafter, continue curing using one of the following methods: ZCCU-TWDC033000.DOCX 033000-16 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 1. Loosen forms and position soaker hose so that water runs down along concrete surfaces. Continue for 6 days. 2. Strip forms and apply curing compound as specified. Do not allow concrete surfaces to dry prior to application of curing compound. 3.06 COLD WEATHER CONCRETING: A. When the temperature is 40°F or is likely to fall below 40°F during the 24-hour period after concrete placement, follow the recommendations of ACI 306R to prevent loss of concrete strength or quality. B. Minimum temperature for concrete as mixed shall be as indicated on lines 2, 3, and 4 of Table 3.1 of ACI 306R. Maximum temperature for concrete as mixed shall be 10T greater than the corresponding minimum temperature. C. Place and maintain concrete so that its temperature is never less than the temperature indicated on line 1 of Table 3.1 of ACI 306R. Maintain the required temperature for the time duration indicated on Tables 5.1 and 5.3 of ACI 306R. D. Monitor temperature of concrete in place at corners or edges of formwork as applicable. E. Air Heaters: 1. Do not expose concrete to carbon monoxide or carbon dioxide fumes from heaters or engines. 2. Oil- or coke -burning salamanders will not be permitted. 3. Heaters shall be ultramatic portable heaters made by the Union Chill Mat Company or Engineer approved equal. 4. Personnel shall be present at all times to maintain safe, continuous operation of heating system. F. Control temperature and humidity of protected concrete so that excessive drying of concrete surfaces does not occur. G. Calcium chloride will not be permitted as a concrete accelerator or to thaw frozen subgrade prior to concrete placement. H. The maximum allowable temperature drop during the first 24-hour period after protection is discontinued shall be as indicated on Table 5.5 of ACI 306R. I. Cure the concrete in accordance with Chapter 5 of ACI 306R. 3.07 LOW -STRENGTH CONCRETE: A. Low -Strength Concrete: 1. Defined as either: a. Concrete whose average, of any sets of three consecutive 28 -day compressive strength tests, is below the required 28 -day strength. b. Concrete whose individual 28 -day strength test (average of two cylinders) is more than 500 psi below the required 28 -day strength. 2. Should concrete meet either definition of low -strength concrete as a minimum, the Contractor shall take the following steps:. a. Increase the cement content. The increase shall be based on a statistical evaluation of the strength data, the design water -cement ratio, compressive -strength curve, and acceptable mix -design literature as follows: ZCCU-TWDC033000.DOCX 033000-17 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued (1) If sufficient concrete has been furnished to accumulate 30 tests, these should be used to establish a new target average strength in accordance with ACI 318, Section 5.3. (2) If less than 30 tests have been made, the new target average strength should be at least as great as the average strength used in the initial selection of the mix proportions. Increase the target average strength based on a statistical evaluation of the available strength data, the design water -cement ratio, compressive -strength curve, and acceptable mix -design literature. If the statistical average equals or exceeds the initial mix -design level, a further increase in the average level is required. b. Remove and replace with acceptable concrete when the quality and location of the low -strength concrete is such that Engineer considers the strength or durability of the structure is impaired and so orders. 3. Low -strength concrete shall be considered defective Work as defined in Subcontract Agreement. B. Potentially Low -Strength Concrete: Defined as concrete whose 7 -day test (average of two cylinders) is less than 70% of the specified minimum 28 -day compressive strength. C. Construction delays caused by low -strength or potentially low -strength concrete shall not relieve Contractor from responsibility for late completion even though extensions of time may be granted. 3.08 MISCELLANEOUS CONCRETE ITEMS: A. Equipment Bases: 1. Construct equipment bases, pads, and foundations as indicated or, when not indicated, conforming to equipment manufacturer's requirements. 2. Reinforce conforming to typical detail unless otherwise indicated. 3. Equipment bases shall include concrete, reinforcing steel, formwork as required, and anchor bolts. Place grout for equipment installed under this Contract. 4. Where quarry tile is required as a finish, leave concrete float- finished for bonding to tile. 5. Finish top area of bases between anchor bolts and forms with a troweled finish. 3.09 TESTING: A. Field Testing of Concrete Plant and Mixing Trucks: 1. The concrete plant shall be inspected and tested to ensure conformance with ACI 304R and the "Concrete Plant Standards of the Concrete Plant Manufacturers Bureau." The scales shall be calibrated at the initial setup and at 3 -month intervals thereafter. 2. Mixing trucks shall be inspected and tested to ensure conformance with ACI 304R and "Truck Mixer and Agitator Standards of the Truck Mixer Manufacturers Bureau" of the National Ready -Mix Concrete Association. Tests shall be done at initial setup and every 3 months thereafter. 3. Submit test reports when requested. B. Field Testing of Concrete and Making of Concrete Test Cylinders: 1. Contractor shall furnish test equipment, test cylinder molds, and certified personnel to perform all required field tests, make the required concrete test cylinders, and deliver test cylinders to the testing laboratory. The prescribed tests shall be made in the presence of or with the concurrence of the Owner. ZCCU-TWDC033000.DOCX 033000-18 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 2. Field testing personnel shall be on Site throughout placement of concrete. 3. Concrete sampling for tests and cylinder making shall be done conforming to ASTM C172. Samples shall be taken at random and at the point of truck discharge. 4. Perform the following tests: a. Moisture content, ASTM C566. Perform this test a minimum of twice a day and adjust the amount of mix water to compensate for the moisture content of the aggregates. b. Prepare test cylinders conforming to ASTM C31, with not less than one set of cylinders (four cylinders) from each day's placement for each 50 cubic yards or fraction thereof. c. Slump test conforming to ASTM C143. Perform tests on the first batch produced each day, for every 50 cubic yards or fraction thereafter, and with every set of test cylinders. Additional tests shall be run when directed by Engineer. d. Air content test conforming to ASTM C231. Perform for first batch of day and with each set of test cylinders. e. The batch of concrete being tested for slump or air content shall not be placed until acceptable results are obtained. f. Discard concrete used for slump and air tests. g. Perform concrete and air temperature tests for first batch of day and with each set of test cylinders. Additional readings shall be taken when directed by Engineer. h. Any batch of concrete with slump or air content not in conformance with Specifications shall be rejected. i. Furnish slump, air content, and temperature test results to the testing laboratory for inclusion in the cylinder test reports. C. Laboratory Testing of Aggregates and Concrete During Construction: 1. An independent testing laboratory will be selected and paid by the Owner to perform the required laboratory tests and statistical evaluations of aggregates and concrete being used in the Work. 2. Laboratory will cure and test concrete cylinders conforming to ASTM C192 and C39, testing two cylinders at 7 days of age and two at 28 days of age. 3. Contractor shall have the right to observe all phases of concrete cylinder curing and testing. Should Contractor observe any deviations from the prescribed testing procedures that he considers detrimental to concrete strength test results, he shall immediately notify Owner in writing. 4. Contractor shall assist laboratory in obtaining Samples of fine and coarse aggregate for testing. 5. Contractor shall make arrangements with the testing laboratory to receive copies of test reports. The cost of providing a maximum of two copies of each report to the Contractor will be paid by Owner. 6. Should the test results indicate low strength concrete as defined in PART 3, ARTICLE 3.07 - LOW -STRENGTH CONCRETE, this Section, Contractor shall take immediate corrective action. 7. Should the statistical data indicate an excessive margin of safety, the concrete mix may be modified subject to Engineer's approval. 8. Should the material tests taken during construction indicate nonconformance with the Specifications, Contractor shall take immediate corrective action. ZCCU-T W DC03 3000.DOCX 033000-19 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 033000 — CAST -IN-PLACE CONCRETE: continued 3.10 REPAIR, REPLACEMENT, AND FIELD MODIFICATIONS: A. Embedded items and concrete that are misplaced or damaged during construction shall not be repaired, replaced, or field -modified without approval of Engineer. END OF SECTION 033000 ZCCU-TWDC033000.DOCX 033000-20 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Architectural precast concrete cladding units. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American Association of State Highway and Transportation Officials: 1. AASHTO M 251 - Specification for Plain and Laminated Elastomeric Bridge Bearings. 2. AASHTO LRFD - Bridge Design Specifications. C. American Concrete Institute: 1. ACI 211.1 - Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete. 2. ACI 318 - Building Code Requirements for Structural Concrete and Commentary. 3. ACI 318M - Metric Building Code Requirements for Structural Concrete and Commentary. D. American Society of Civil Engineers/Structural Engineering Institute: 1. ASCE/SEI 7 - Minimum Design Loads for Buildings and Other Structures. E. Architectural Precast Association: 1. Plant Certification Program for Production of Architectural Precast Concrete Products. F. ASTM International: 1. ASTM A 615/A 615M - Specification for Deformed and Plain Carbon -Steel Bars for Concrete Reinforcement. 2. ASTM C 33/C 33M - Specification for Concrete Aggregates. 3. ASTM C 150/C 150M - Specification for Portland Cement. 4. ASTM C 494/C 494M - Specification for Chemical Admixtures for Concrete. 5. ASTM C 642 - Test Method for Density, Absorption, and Voids in Hardened Concrete. 6. ASTM C 979/C 979M - Specification for Pigments for Integrally Colored Concrete. 7. ASTM C 1017/C 1017M - Specification for Chemical Admixtures for Use in Producing Flowing Concrete. 8. ASTM C 1218/C 1218M - Test Method for Water -Soluble Chloride in Mortar and Concrete. 9. ASTM C 1582/C 1582M - Specification for Admixtures to Inhibit Chloride -Induced Corrosion of Reinforcing Steel in Concrete. 10. ASTM C 1610/C 1610M - Test Method for Static Segregation of Self -Consolidating Concrete Using Column Technique. 11. ASTM C 1611/C 1611M - Test Method for Slump Flow of Self -Consolidating Concrete. 12. ASTM C 1621/C 1621M - Test Method for Passing Ability of Self -Consolidating Concrete by J -Ring. ZCCU-TWDC034500.DOCX 03 45 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE: continued 13. ASTM C 1712 - Test Method for Rapid Assessment of Static Segregation Resistance of Self -Consolidating Concrete Using Penetration Test. G. Precast/Prestressed Concrete Institute: 1 PCI MNL 117 - Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products. 2. PCI MNL 120 - PCI Design Handbook - Precast and Prestressed Concrete. 3. PCI TR -6 - Interim Guidelines for the Use of Self -Consolidating Concrete in Precast/Prestressed Concrete Institute Member Plants. 4. Architectural Precast Concrete - Color and Texture Selection Guide. 1.04 DEFINITIONS: A. Design Reference Sample: Sample of approved architectural precast concrete color, finish and texture, preapproved by Architect. 1.05 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project site. 1.06 SUBMITTALS: A. Product Data: For each type of product. B. Design Mixtures: For each precast concrete mixture. Include compressive strength and water - absorption tests. C. Shop Drawings: 1. Detail fabrication and installation of architectural precast concrete units. 2. Indicate locations, plans, elevations, dimensions, shapes, and cross sections of each unit. 3. Indicate joints, reveals, drips, chamfers, and extent and location of each surface finish. 4. Indicate details at building corners. 5. Indicate locations, tolerances, and details of anchorage devices to be embedded in or attached to structure or other construction. 6. Indicate relationship of architectural precast concrete units to adjacent materials. 7. If design modifications are proposed to meet performance requirements and field conditions, submit design calculations and Shop Drawings. Do not adversely affect the appearance, durability, or strength of units when modifying details or materials and maintain the general design concept. D. Samples: Design reference samples for initial verification of design intent, for each type of finish indicated on exposed surfaces of architectural precast concrete units, in sets of three, representative of finish, color, and texture variations expected; approximately 12 by 12 by 2 inches (300 by 300 by 50 mm). 1. When other faces of precast concrete unit are exposed, include Samples illustrating workmanship, color, and texture of backup concrete as well as facing concrete. E. Material Certificates: For the following items: 1. Cementitious materials. 2. Reinforcing materials. 3. Admixtures. F. Material Test Reports: For aggregates. ZCCU-TWDC034500.DOCX 03 45 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE: continued 1.07 QUALITY ASSURANCE: A. Fabricator Qualifications: A firm that assumes responsibility for engineering architectural precast concrete units to comply with performance requirements. This responsibility includes preparation of Shop Drawings and comprehensive engineering analysis by a qualified professional engineer. 1. Designated as a PCI -certified plant for Group A, Category Al - Architectural Cladding and Load Bearing Units or designated as an APA -certified plant for production of architectural precast concrete products. B. Quality -Control Standard: For manufacturing procedures and testing requirements, quality - control recommendations, and dimensional tolerances for types of units required, comply with PCI MNL 117, "Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products." 1.08 COORDINATION: A. Furnish loose connection hardware and anchorage items to be embedded in or attached to other construction without delaying the Work. Provide locations, setting diagrams, templates, instructions, and directions, as required, for installation. 1.09 DELIVERY, STORAGE, AND HANDLING: A. Deliver architectural precast concrete units in such quantities and at such times to limit unloading units temporarily on the ground or other rehandling. B. Support units during shipment on nonstaining shock -absorbing material. C. Store units with adequate dunnage and bracing and protect units to prevent contact with soil, to prevent staining, and to prevent cracking, distortion, warping or other physical damage. D. Place stored units so identification marks are clearly visible, and units can be inspected. E. Handle and transport units in a manner that avoids excessive stresses that cause cracking or damage. F. Lift and support units only at designated points indicated on Shop Drawings. PART 2- PRODUCTS 2.01 PERFORMANCE REQUIREMENTS: A. Design Standards: Comply with ACI 318 (ACI 318M) and design recommendations of PCI MNL 120, "PCI Design Handbook - Precast and Prestressed Concrete," applicable to types of architectural precast concrete units indicated. 2.02 MOLD MATERIALS: A. Molds: Rigid, dimensionally stable, non-absorptive material, warp and buckle free, that provides continuous and true precast concrete surfaces within fabrication tolerances indicated; nonreactive with concrete and suitable for producing required finishes. 1. Mold -Release Agent: Commercially produced form -release agent that does not bond with, stain or adversely affect precast concrete surfaces and does not impair subsequent surface or joint treatments of precast concrete. 2.03 REINFORCING MATERIALS: A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed. ZCCU-TWDC034500.DOCX 03 45 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE: continued B. Supports: Suspend reinforcement from back of mold or use bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place according to PCI MNL 117. 2.04 CONCRETE MATERIALS: A. Portland Cement: ASTM C 150/C 150M, Type I or Type III, gray, unless otherwise indicated. 1. For surfaces exposed to view in finished structure, use gray or white cement, of same type, brand, and mill source. B. Normal -Weight Aggregates: Except as modified by PCI MNL 117, ASTM C 33/C 33M, with coarse aggregates complying with Class 5S. Stockpile fine and coarse aggregates for each type of exposed finish from a single source (pit or quarry) for Project. 1. Face -Mixture -Fine Aggregates: Selected, natural or manufactured sand compatible with coarse aggregate; to match approved finish sample. C. Coloring Admixture: ASTM C 979/C 979M, synthetic or natural mineral -oxide pigments or colored water -reducing admixtures, temperature stable, and nonfading. D. Water: Potable; free from deleterious material that may affect color stability, setting, or strength of concrete and complying with chemical limits of PCI MNL 117. E. Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and to not contain calcium chloride, or more than 0.15 percent chloride ions or other salts by weight of admixture. 1. Water -Reducing Admixtures: ASTM C 494/C 494M, Type A. 2. Retarding Admixture: ASTM C 494/C 494M, Type B. 3. Water -Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. 4. Water -Reducing and Accelerating Admixture: ASTM C 494/C 494M, Type E. 5. High -Range, Water -Reducing Admixture: ASTM C 494/C 494M, Type F. 6. High -Range, Water -Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. 7. Plasticizing Admixture: ASTM C 1017/C 1.017M, Type I. 8. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II. 9. Corrosion Inhibiting Admixture: ASTM C 1582/C 1582M. 2.05 CONCRETE MIXTURES: A. Prepare design mixtures for each type of precast concrete required. 1. Use a single design mixture for units with more than one major face or edge exposed. B. Design mixtures may be prepared by a qualified independent testing agency or by qualified precast plant personnel at architectural precast concrete fabricator's option. C. Limit water-soluble chloride ions to maximum percentage by weight of cement permitted by ACI 318 (ACI 318M) or PCI MNL 117 when tested according to ASTM C 1218/C 1218M. D. Normal -Weight Concrete Mixtures: Proportion full -depth mixture by either laboratory trial batch or field test data methods according to ACI 211.1, with materials to be used on Project, to provide normal -weight concrete with the following properties: 1. Compressive Strength (28 Days): 5000 psi (34.5 MPa) minimum. 2. Maximum Water-Cementitious Materials Ratio: 0.45. E. Water Absorption: 6 percent by weight or 14 percent by volume, tested according to ASTM C 642, except for boiling requirement. F. When included in design mixtures, add other admixtures to concrete mixtures according to manufacturer's written instructions. ZCCU-TWDC034500.DOCX 03 45 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE: continued 2.06 MOLD FABRICATION: A. Molds: Accurately construct molds, mortar tight, of sufficient strength to withstand pressures due to concrete -placement operations and temperature changes and for prestressing and detensioning operations. Coat contact surfaces of molds with release agent before reinforcement is placed. Avoid contamination of reinforcement by release agent. B. Maintain molds to provide completed architectural precast concrete units of shapes, lines, and dimensions indicated, within fabrication tolerances specified. 1. Form joints are not permitted on faces exposed to view in the finished work. 2.07 FABRICATION: A. Reinforcement: Comply with recommendations in PCI MNL 117 for fabricating, placing, and supporting reinforcement. 1. Clean reinforcement of loose rust and mill scale, earth, and other materials that reduce or destroy the bond with concrete. 2. Accurately position, support, and secure reinforcement against displacement during concrete -placement and consolidation operations. Completely conceal support devices to prevent exposure on finished surfaces. 3. Place reinforcing steel to maintain at least 3/4 -inch (19 -mm) minimum concrete cover. Increase cover requirements for reinforcing steel to 1-1/2 inches (38 mm) when units are exposed to corrosive environment or severe exposure conditions. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position while placing concrete. Direct wire tie ends away from finished, exposed concrete surfaces. B. Reinforce architectural precast concrete units to resist handling, transportation, and erection stresses. C. Comply with requirements in PCI MNL 117 and requirements in this Section for measuring, mixing, transporting, and placing concrete. After concrete batching, no additional water may be added. D. Place face mixture to a minimum thickness after consolidation of the greater of 1 inch (25 mm) or 1.5 times the maximum aggregate size, but not less than the minimum reinforcing cover specified. E. Place concrete in a continuous operation to prevent cold joints or planes of weakness from forming in precast concrete units. F. Thoroughly consolidate placed concrete by internal and external vibration without dislocating or damaging reinforcement and built-in items, and minimize pour lines, honeycombing, or entrapped air voids on surfaces. Use equipment and procedures complying with PCI MNL 117. 1. Place self -consolidating concrete without vibration according to PCI TR -6, "Interim Guidelines for the Use of Self -Consolidating Concrete in Precast/Prestressed Concrete Institute Member Plants." Ensure adequate bond between face and backup concrete, if used. G. Comply with PCI MNL 117 for hot- and cold -weather concrete placement. H. Cure concrete, according to requirements in PCI MNL 117, by moisture retention without heat or by accelerated heat curing using low-pressure live steam or radiant heat and moisture. Cure units until compressive strength is high enough to ensure that stripping does not have an effect on performance or appearance of final product. ZCCU-TWDC034500.DOCX 03 45 00 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE: continued I. Discard and replace architectural precast concrete units that do not comply with requirements, including structural, manufacturing tolerance, and appearance, unless repairs meet requirements in PCI MNL 117 and Architect's approval. 2.08 FABRICATION TOLERANCES: A. Fabricate architectural precast concrete units to shapes, lines, and dimensions indicated so each finished unit complies with PCI MNL 117 product tolerances. B. Fabricate architectural precast concrete units to shapes, lines, and dimensions indicated so each finished unit complies with the following product tolerances: 1. Overall Height and Width of Units, Measured at the Face Exposed to View: As follows: a. 10 feet (3 m) or under, plus or minus 1/8 inch (3 mm). b. 10 to 20 feet (3 to 6 m), plus 1/8 inch (3 mm), minus 3/16 inch (5 mm). c. 20 to 40 feet (6 to 12 m), plus or minus 1/4 inch (6 mm). d. Each additional 10 feet (3 m), plus or minus 1/16 inch (1.5 mm). 2. Variation from Square or Designated Skew (Difference in Length of the Two Diagonal Measurements): Plus or minus 1/8 inch/72 inches (3 mm/1830 mm) or 1/2 inch (13 mm) total, whichever is greater. 3. Bowing: Plus or minus L/360, maximum 1 inch (25 mm). 4. Local Smoothness: 1/4 inch/10 feet (6 mm/3 m). 5. Warping: 1/16 inch/12 inches (1.5 mm/300 mm) of distance from nearest adjacent corner. 2.09 FINISHES: A. Exposed faces shall be free of joint marks, grain, and other obvious defects. Corners, including false joints shall be uniform, straight, and sharp. Finish exposed -face surfaces of architectural precast concrete units to match approved design reference sample and as follows: 1. Design Reference Sample: Match existing precast concrete copings. 2. Honed Finish: Use continuous mechanical abrasion with fine grit, followed by filling and rubbing procedures. B. Finish exposed surfaces of architectural precast concrete units to match face -surface finish. C. Finish unexposed surfaces of architectural precast concrete units with as cast finish. 2.10 SOURCE DUALITY CONTROL: A. Quality -Control Testing: Test and inspect precast concrete according to PCI MNL 117 requirements. If using self -consolidating concrete, also test and inspect according to PCI TR -6, ASTM C 1610/C 1610M, ASTM C 161.1/C 1611M, ASTM C 1621/C 1621M, and ASTM C 1712. B. Strength of precast concrete units is considered deficient if units fail to comply with ACI 318 (ACI 318M) requirements for concrete strength. C. Defective Units: Discard and replace recast architectural concrete units that do not comply with acceptability requirements in PCI MNL 117, including concrete strength, manufacturing tolerances, and color and texture range. Chipped, spalled, or cracked units may be repaired, subject to Architect's approval. Architect reserves the right to reject precast units that do not match approved samples, sample panels, and mockups. Replace unacceptable units with precast concrete units that comply with requirements. ZCCU-TWDC034500.DOCX 03 45 00 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE: continued PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine supporting structural frame or foundation and conditions for compliance with requirements for installation tolerances, bearing surface tolerances, and other conditions affecting performance of the Work. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 INSTALLATION: A. Erect architectural precast concrete level, plumb, and square within specified allowable tolerances. Provide temporary supports and bracing as required to maintain position, stability, and alignment of units until permanent connections are completed. 1. Maintain horizontal and vertical joint alignment and uniform joint width as erection progresses. 2. Unless otherwise indicated, maintain uniform joint widths of 3/8 inch (10 mm). 3.03 ERECTION TOLERANCES: A. Erect architectural precast concrete units level, plumb, square, and in alignment without exceeding the noncumulative erection tolerances of PCI MNL 117, Appendix I. 3.04 REPAIRS: A. Repair architectural precast concrete units if permitted by Architect. Architect reserves the right to reject repaired units that do not comply with requirements. B. Mix patching materials and repair units so cured patches blend with color, texture, and uniformity of adjacent exposed surfaces and show no apparent line of demarcation between original and repaired work, when viewed in typical daylight illumination from a distance of 20 feet (6 m). C. Remove and replace damaged architectural precast concrete units when repairs do not comply with requirements. 3.05 CLEANING: A. Clean surfaces of precast concrete units exposed to view. B. Clean mortar and other deleterious material from concrete surfaces and adjacent materials immediately. C. Clean exposed surfaces of precast concrete units after erection and completion of joint treatment to remove weld marks, other markings, dirt, and stains. 1. Perform cleaning procedures, if necessary, according to precast concrete fabricator's recommendations. Protect other work from staining or damage due to cleaning operations. 2. Do not use cleaning materials or processes that could change the appearance of exposed concrete finishes or damage adjacent materials. END OF SECTION 03 45 00 ZCCU-TWDC034500.DOCX 03 45 00 - 7 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 03 45 00 — PRECAST ARCHITECTURAL CONCRETE: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC034500.DOCX 03 45 00 - 8 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Decorative concrete masonry units. 2. Mortar and grout. 3. Steel reinforcing bars. 4. Masonry joint reinforcement. 5. Miscellaneous masonry accessories. B. Products Installed but not Furnished under This Section: 1. Precast architectural concrete trim in unit masonry. 1.03 RELATED REQUIREMENTS: A. Section 03 45 00 "Precast Architectural Concrete" for precast architectural concrete copings installed with unit masonry assemblies. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American Concrete Institute: 1. ACI 315 - Details and Detailing of Concrete Reinforcement. C. ASTM International: 1 ASTM A 36/A 36M - Specification for Carbon Structural Steel. 2. ASTM A 153/A 153M - Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. 3. ASTM A 615/A 615M - Specification for Deformed and Plain Carbon -Steel Bars for Concrete Reinforcement. 4. ASTM A 653/A 653M - Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc - Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process. 5. ASTM A 951/A 951M - Specification for Steel Wire for Masonry Joint Reinforcement. 6. ASTM A 996/A 996M - Specification for Rail -Steel and Axle -Steel Deformed Bars for Concrete Reinforcement. 7. ASTM A 1008/A 1008M - Specification for Steel, Sheet, Cold -Rolled, Carbon, Structural, High -Strength Low -Alloy, High -Strength Low -Alloy with Improved Formability, Solution Hardened, and Bake Hardenable. 8. ASTM A 1064/A 1064M - Specification for Carbon -Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete. 9. ASTM C 90 - Specification for Loadbearing Concrete Masonry Units. 10. ASTM C 91/C 91M Specification for Masonry Cement. 11. ASTM C 109/C 109M - Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2 -in. or [50 -mm] Cube Specimens). 12. ASTM C 114 - Test Methods for Chemical Analysis of Hydraulic Cement. ZCCU-TWDC042000.DOCX 04 20 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 13. ASTM C 140 - Test Methods for Sampling and Testing Concrete Masonry Units and Related Units. 14. ASTM C 143/C 143M - Test Method for Slump of Hydraulic -Cement Concrete. 15. ASTM C 144 - Specification for Aggregate for Masonry Mortar. 16. ASTM C 150/C 150M - Specification for Portland Cement. 17. ASTM C 207 - Specification for Hydrated Lime for Masonry Purposes. 18. ASTM C 270 - Specification for Mortar for Unit Masonry. 19. ASTM C 404 - Specification for Aggregates for Masonry Grout. 20. ASTM C 476 - Specification for Grout for Masonry. 21. ASTM C 494/C 494M - Specification for Chemical Admixtures for Concrete. 22. ASTM C 780 - Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry. 23. ASTM C 979/C 979M - Specification for Pigments for Integrally Colored Concrete. 24. ASTM C 1019 - Test Method for Sampling and Testing Grout. 25. ASTM C 1093 - Practice for Accreditation of Testing Agencies for Masonry. 26. ASTM C 1314 - Test Method for Compressive Strength of Masonry Prisms. 27. ASTM C 1329/C 1329M - Specification for Mortar Cement. 28. ASTM C 1506 - Test Method for Water Retention of Hydraulic Cement -Based Mortars and Plasters. 29. ASTM D 226/D 226M - Specification for Asphalt -Saturated Organic Felt Used in Roofing and Waterproofing. 30. ASTM D 1056 - Specification for Flexible Cellular Materials - Sponge or Expanded Rubber. 31. ASTM D 2000 - Classification System for Rubber Products in Automotive Applications. 32. ASTM D 2287 - Specification for Nonrigid Vinyl Chloride Polymer and Copolymer Molding and Extrusion Compounds. 33. ASTM E 514/E 514M - Test Method for Water Penetration and Leakage Through Masonry. D. Masonry Society (The), American Concrete Institute, and American Society of Civil Engineers 1. TMS 402/ACI 530/ASCE 5 - Building Code Requirements for Masonry Structures. 2. TMS 602/ACI 530.1/ASCE 6 - Specification for Masonry Structures. E. National Concrete Masonry Association: 1. NCMA TEK 8-4A - Cleaning Concrete Masonry. 1.05 DEFINITIONS: A. CMU(s): Concrete masonry unit(s). B. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells. 1.06 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project site. 1.07 SUBMITTALS: A. Product Data: For each type of product. B. Shop Drawings: For the following: 1. Masonry Units: Show sizes, profiles, coursing, and locations of special shapes. ZCCU-TWDC042000.DOCX 042000-2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 2. Reinforcing Steel: Detail bending, lap lengths, and placement of unit masonry reinforcing bars. Comply with ACI 315. Show elevations of reinforced walls. C. Samples for Verification: For each type and color of the following: 1. Decorative CMUs. 2. Pigmented mortar. Make Samples using same sand and mortar ingredients to be used on Project. 3. Accessories embedded in masonry. D. Qualification Data: For testing agency. E. Material Certificates: For each type and size of the following: 1. Masonry units. a. Include data on material properties and material test reports substantiating compliance with requirements. b. For masonry units used in structural masonry, include data and calculations establishing average net -area compressive strength of units. 2. Integral water repellent used in CMUs. 3. Cementitious materials. Include name of manufacturer, brand name, and type. 4. Mortar admixtures. 5. Preblended, dry mortar mixes. Include description of type and proportions of ingredients. 6. Grout mixes. Include description of type and proportions of ingredients. 7. Reinforcing bars. 8. Joint reinforcement. F. Mix Designs: For each type of mortar and grout. Include description of type and proportions of ingredients. 1. Include test reports for mortar mixes required to comply with property specification. Test according to ASTM C 1.09/C 109M for compressive strength, ASTM C 1506 for water retention, and ASTM C 91/C 91M for air content. 2. Include test reports, according to ASTM C 1019, for grout mixes required to comply with compressive strength requirement. G. Statement of Compressive Strength of Masonry: For each combination of masonry unit type and mortar type, provide statement of average net -area compressive strength of masonry units, mortar type, and resulting net -area compressive strength of masonry determined according to TMS 602/ACI 530.1/ASCE 6. H. Cold -Weather and Hot -Weather Procedures: Detailed description of methods, materials, and equipment to be used to comply with requirements. 1.08 QUALITY ASSURANCE: A. Testing Agency Qualifications: Qualified according to ASTM C 1093 for testing indicated. 1.09 DELIVERY, STORAGE, AND HANDLING: A. Store masonry units on elevated platforms in a dry location. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproof sheeting, securely tied. If units become wet, do not install until they are dry. B. Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious materials that have become damp. C. Store aggregates where grading and other required characteristics can be maintained and contamination avoided. ZCCU-TWDC042000.DOCX 04 20 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued D. Deliver preblended, dry mortar mix in moisture -resistant containers. Store preblended, dry mortar mix in delivery containers on elevated platforms in a dry location or in covered weatherproof dispensing silos. E. Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil. 1.10 FIELD CONDITIONS: A. Protection of Masonry: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed masonry when construction is not in progress. 1. Extend cover a minimum of 24 inches down both sides of walls, and hold cover securely in place. B. Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for at least three days after building masonry walls or columns. C. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or painted. Immediately remove grout, mortar, and soil that come in contact with such masonry. 1. Protect base of walls from rain -splashed mud and from mortar splatter by spreading coverings on ground and over wall surface. 2. Protect sills, ledges, and projections from mortar droppings. 3. Protect surfaces of window and door frames, as well as similar products with painted and integral finishes, from mortar droppings. 4. Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing mortar and dirt onto completed masonry. D. Cold -Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold -weather construction requirements contained in TMS 602/ACI 530.1/ASCE 6. 1. Cold -Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F (4 deg C) and higher and will remain so until masonry has dried, but not less than seven days after completing cleaning. E. Hot -Weather Requirements: Comply with hot -weather construction requirements contained in TMS 602/ACI 530.1/ASCE 6. PART 2 - PRODUCTS 2.01 MANUFACTURERS: A. Source Limitations for Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within the ranges accepted for these characteristics, from single source from single manufacturer for each product required. B. Source Limitations for Mortar Materials: Obtain mortar ingredients of a uniform quality, including color for exposed masonry, from single manufacturer for each cementitious component and from single source or producer for each aggregate. ZCCU-TWDC042000.DOCX 04 20 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 2.02 PERFORMANCE REQUIREMENTS: A. Provide structural unit masonry that develops indicated net -area compressive strengths at 28 days. 1. Determine net -area compressive strength of masonry from average net -area compressive strengths of masonry units and mortar types (unit -strength method) according to TMS 602/ACI 530.1/ASCE 6. 2.03 UNIT MASONRY, GENERAL: A. Masonry Standard: Comply with TMS 602/ACI 530.1/ASCE 6, except as modified by requirements in the Contract Documents. 2.04 CONCRETE MASONRY UNITS: A. Shapes: Provide shapes indicated and as follows, with exposed surfaces matching exposed faces of adjacent units unless otherwise indicated. 1. Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and other special conditions. 2. Provide square -edged units for outside corners unless otherwise indicated. B. Integral Water Repellent: Provide units made with integral water repellent for exposed units and where indicated. 1. Integral Water Repellent: Liquid polymeric, integral water-repellent admixture that does not reduce flexural bond strength. Units made with integral water repellent, when tested according to ASTM E 514/E 514M as a wall assembly made with mortar containing integral water-repellent manufacturer's mortar additive, with test period extended to 24 hours, shall show no visible water or leaks on the back of test specimen. a. Products: Subject to compliance with requirements, provide one of the following: (1) ACM Chemistries; RainBloc. (2) BASF Corporation; Construction Systems; MasterPel 240. (3) Euclid Chemical Company (The); an RPM company; Eucon Hydrapel 2.0. (4) GCP Applied Technologies Inc. (formerly Grace Construction Products); Dry -Block. C. CMUs: ASTM C 90. 1. Unit Compressive Strength: Provide units with minimum average net -area compressive strength of 1900 psi. 2. Density Classification: Normal weight [ unless otherwise indicated]. 3. Size (Width): Manufactured to dimensions 3/8 inch less than nominal dimensions. D. Decorative CMUs: ASTM C 90. 1. Unit Compressive Strength: Provide units with minimum average net -area compressive strength of1900 psi. 2. Density Classification: Normal weight. 3. Size (Width): Manufactured to dimensions specified in "CMUs" Paragraph. 4. Pattern and Texture: a. Standard pattern, split -face finish. 5. Colors: Match existing split -face CMU. ZCCU-TWDC042000.DOCX 04 20 00 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 2.05 MASONRY LINTELS: A. Masonry Lintels: Prefabricated or built -in-place masonry lintels made from bond beam CMUs matching adjacent CMUs in color, texture, and density classification, with reinforcing bars placed as indicated and filled with coarse grout. Cure precast lintels before handling and installing. Temporarily support built -in-place lintels until cured. 2.06 MORTAR AND GROUT MATERIALS: A. Portland Cement: ASTM C 150/C 150M, Type I or II, except Type III may be used for cold - weather construction. Provide natural color or white cement as required to produce mortar color indicated. 1. Alkali content shall not be more than 0.1 percent when tested according to ASTM C 114. B. Hydrated Lime: ASTM C 207, Type S. C. Portland Cement -Lime Mix: Packaged blend of portland cement and hydrated lime containing no other ingredients. D. Mortar Cement: ASTM C 1329/C 1329M. 1. Products: Subject to compliance with requirements, provide the following: a. Lafarge North America Inc.; Lafarge Mortar Cement or Magnolia Superbond Mortar Cement. E. Mortar Pigments: Natural and synthetic iron oxides and chromium oxides, compounded for use in mortar mixes and complying with ASTM C 979/C 979M. Use only pigments with a record of satisfactory performance in masonry mortar. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Davis Colors. b. Euclid Chemical Company (The); an RPM company. c. Lanxess Corporation. d. Solomon Colors, Inc. F. Aggregate for Mortar: ASTM C 144. 1. For mortar that is exposed to view, use washed aggregate consisting of natural sand or crushed stone. 2. For joints less than 1/4 inch thick, use aggregate graded with 100 percent passing the No. 16 sieve. 3. White -Mortar Aggregates: Natural white sand or crushed white stone. 4. Colored -Mortar Aggregates: Natural sand or crushed stone of color necessary to produce required mortar color. G. Aggregate for Grout: ASTM C 404. H. Cold -Weather Admixture: Nonchloride, noncorrosive, accelerating admixture complying with ASTM C 494/C 494M, Type C, and recommended by manufacturer for use in masonry mortar of composition indicated. 1. Products: Subject to compliance with requirements, provide one of the following: a. BASF Corporation; Construction Systems; Trimix-NCA. b. Euclid Chemical Company (The); an RPM company; Accelguard 80. c. GCP Applied Technologies Inc. (formerly Grace Construction Products). I. Water -Repellent Admixture: Liquid water-repellent mortar admixture intended for use with CMUs containing integral water repellent from same manufacturer. 1. Products: Subject to compliance with requirements, provide one of the following: ZCCU-TWDC042000.DOCX 04 20 00 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued a. ACM Chemistries; RainBloc for Mortar. b. BASF Corporation; Construction Systems; MasterPel 240. c. Euclid Chemical Company (The); an RPM company; Blocktite Mortar Admixture. d. GCP Applied Technologies Inc. (formerly Grace Construction Products); Morset. J. Water: Potable. 2.07 REINFORCEMENT: A. Uncoated -Steel Reinforcing Bars: ASTM A 615/A 615M or ASTM A 996/A 996M, Grade 60 (Grade 420). B. Reinforcing Bar Positioners: Wire units designed to fit into mortar bed joints spanning masonry unit cells and to hold reinforcing bars in center of cells. Units are formed from 0.148 - inch steel wire, hot -dip galvanized after fabrication. Provide units designed for number of bars indicated. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Dur -O -Wal; a Hohmann & Barnard company. b. Heckmann Building Products, Inc. c. Hohmann & Barnard, Inc. d. Lock Rite. e. Wire -Bond. C. Masonry -Joint Reinforcement, General: ASTM A 951/A 951M. 1. Exterior Walls: Hot -dip galvanized carbon steel. 2. Wire Size for Side Rods: 0.187 -inch diameter. 3. Wire Size for Cross Rods: 0.148 -inch diameter. 4. Spacing of Cross Rods, Tabs, and Cross Ties: Not more than 16 inches o.c. 5. Provide in lengths of not less than 10 feet, with prefabricated corner and tee units. D. Masonry -Joint Reinforcement for Single -Wythe Masonry: Ladder or truss type with single pair of side rods. 2.08 TIES AND ANCHORS: A. Materials: Provide ties and anchors specified in this article that are made from materials that comply with the following unless otherwise indicated: 1. Hot -Dip Galvanized, Carbon -Steel Wire: ASTM A 1064/A 1064M, with ASTM A 153/A 153M, Class B-2 coating. 2. Galvanized -Steel Sheet: ASTM A 653/A 653M, Commercial Steel, G60 (Z180) zinc coating. 3. Steel Sheet, Galvanized after Fabrication: ASTM A 1008/A 1008M, Commercial Steel, with ASTM A 153/A 153M, Class B coating. 4. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. B. Corrugated -Metal Ties: Metal strips not less than 7/8 inch wide with corrugations having a wavelength of 0.3 to 0.5 inch and an amplitude of 0.06 to 0.10 inch made from 0.060 -inch - thick steel sheet, galvanized after fabrication. C. Rigid Anchors: Fabricate from steel bars 1-1/2 inches wide by 1/4 inch thick by 24 inches long, with ends turned up 2 inches or with cross pins unless otherwise indicated. 1. Corrosion Protection: Hot -dip galvanized to comply with ASTM A 153/A 153M. ZCCU-TWDC042000.DOCX 042000-7 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 2.09 MISCELLANEOUS MASONRY ACCESSORIES: A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Grade 2A1; compressible up to 35 percent; of width and thickness indicated; formulated from neoprene, urethane, or PVC. B. Preformed Control -Joint Gaskets: Made from styrene -butadiene -rubber compound, complying with ASTM D 2000, Designation M2AA-805 or PVC, complying with ASTM D 2287, Type PVC -65406 and designed to fit standard sash block and to maintain lateral stability in masonry wall; size and configuration as indicated. C. Bond -Breaker Strips: Asphalt -saturated felt complying with ASTM D 226/D 226M, Type I (No. 15 asphalt felt). 2.10 MASONRY CLEANERS: A. Proprietary Acidic Cleaner: Manufacturer's standard -strength cleaner designed for removing mortar/grout stains, efflorescence, and other new construction stains from new masonry without discoloring or damaging masonry surfaces. Use product expressly approved for intended use by cleaner manufacturer and manufacturer of masonry units being cleaned. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Diedrich Technologies, Inc.; a division of Sandell Construction Solutions. b. EaCo Chem, Inc. c. PROSOCO, Inc. 2.11 MORTAR AND GROUT MIXES: A. General: Do not use admixtures, including pigments, air -entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures unless otherwise indicated. 1. Do not use calcium chloride in mortar or grout. 2. Use portland cement -lime or mortar cement mortar unless otherwise indicated. 3. For exterior masonry, use portland cement -lime or mortar cement mortar. 4. For reinforced masonry, use portland cement -lime or mortar. 5. Add cold -weather admixture (if used) at same rate for all mortar that will be exposed to view, regardless of weather conditions, to ensure that mortar color is consistent. B. Mortar for Unit Masonry: Comply with ASTM C 270, Proportion Specification. Provide the following types of mortar for applications stated unless another type is indicated. 1. For masonry below grade or in contact with earth, use Type S. 2. For reinforced masonry, use Type N. 3. For exterior, above -grade, load-bearing and nonload-bearing walls; and for other applications where another type is not indicated, use Type N. C. Pigmented Mortar: Use colored cement product. 1. Pigments shall not exceed 10 percent of portland cement by weight. 2. Pigments shall not exceed 5 percent of masonry cement by weight. 3. Mix to match Architect's sample. 4. Application: Use pigmented mortar for exposed mortar joints with the following units: a. Decorative CMUs. D. Grout for Unit Masonry: Comply with ASTM C 476. ZCCU-TWDC042000.DOCX 04 20 00 - 8 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 1. Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse) that will comply with TMS 602/ACI 530.1/ASCE 6 for dimensions of grout spaces and pour height. 2. Proportion grout in accordance with ASTM C 476, Table 1 or paragraph 4.2.2 for specified 28 -day compressive strength indicated, but not less than 2000 psi. 3. Provide grout with a slump of 8 to 11 inches as measured according to ASTM C 143/C 143M. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. 1. For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of the Work. 2. Verify that foundations are within tolerances specified. 3. Verify that reinforcing dowels are properly placed. 4. Verify that substrates are free of substances that impair mortar bond. B. Before installation, examine rough -in and built-in construction for piping systems to verify actual locations of piping connections. C. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 INSTALLATION, GENERAL: A. Thickness: Build single-wythe walls to actual widths of masonry units, using units of widths indicated. B. Leave openings for equipment to be installed before completing masonry. After installing equipment, complete masonry to match construction immediately adjacent to opening. C. Use full-size units without cutting if possible. If cutting is required to provide a continuous pattern or to fit adjoining construction, cut units with motor -driven saws; provide clean, sharp, unchipped edges. Allow units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed. D. Select and arrange units for exposed unit masonry to produce a uniform blend of colors and textures. Mix units from several pallets or cubes as they are placed. E. Matching Existing Masonry: Match coursing, bonding, color, and texture of existing masonry. 3.03 TOLERANCES: A. Dimensions and Locations of Elements: 1. For dimensions in cross section or elevation, do not vary by more than plus 1/2 inch or minus 1/4 inch. 2. For location of elements in plan, do not vary from that indicated by more than plus or minus 1/2 inch. 3. For location of elements in elevation, do not vary from that indicated by more than plus or minus 1/4 inch in a story height or 1/2 inch total. B. Lines and Levels: 1. For bed joints and top surfaces of bearing walls, do not vary from level by more than 1/4 inch in 10 feet, or 1/2 -inch maximum. ZCCU-TWDC042000.DOCX 04 20 00 - 9 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 2. For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 -inch maximum. 3. For vertical lines and surfaces, do not vary from plumb by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2 -inch maximum. 4. For conspicuous vertical lines, such as external corners, door jambs, reveals, and expansion and control joints, do not vary from plumb by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 -inch maximum. 5. For lines and surfaces, do not vary from straight by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2 -inch maximum. 6. For vertical alignment of exposed head joints, do not vary from plumb by more than 1/4 inch in 10 feet, or 1/2 -inch maximum. 7. For faces of adjacent exposed masonry units, do not vary from flush alignment by more than 1/16 inch except due to warpage of masonry units within tolerances specified for warpage of units. C. Joints: 1. For bed joints, do not vary from thickness indicated by more than plus or minus 1/8 inch, with a maximum thickness limited to 1/2 inch. 2. For exposed bed joints, do not vary from bed joint thickness of adjacent courses by more than 1/8 inch. 3. For head and collar joints, do not vary from thickness indicated by more than plus 3/8 inch or minus 1/4 inch. 4. For exposed head joints, do not vary from thickness indicated by more than plus or minus 1/8 inch. Do not vary from adjacent bed joint and head joint thicknesses by more than 1/8 inch. 5. For exposed bed joints and head joints of stacked bond, do not vary from a straight line by more than 1/16 inch from one masonry unit to the next. 3.04 LAYING MASONRY WALLS: A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint thicknesses and for accurate location of openings, movement -type joints, returns, and offsets. Avoid using less -than -half-size units, particularly at corners, jambs, and, where possible, at other locations. B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do not use units with less -than -nominal 4 -inch horizontal face dimensions at corners or jambs. C. Lay concealed masonry with all units in a wythe in running bond or bonded by lapping not less than 4 inches. Bond and interlock each course of each wythe at corners. Do not use units with less -than -nominal 4 -inch horizontal face dimensions at corners or jambs. D. Stopping and Resuming Work: Stop work by stepping back units in each course from those in course below; do not tooth. When resuming work, clean masonry surfaces that are to receive mortar, remove loose masonry units and mortar, and wet brick if required before laying fresh masonry. E. Built-in Work: As construction progresses, build in items specified in this and other Sections. Fill in solidly with masonry around built-in items. F. Where built-in items are to be embedded in cores of hollow masonry units, place a layer of metal lath, wire mesh, or plastic mesh in the joint below, and rod mortar or grout into core. ZCCU-TWDC042000.DOCX 04 20 00 - 10 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued G. Fill cores in hollow CMUs with grout 24 inches under bearing plates, beams, lintels, posts, and similar items unless otherwise indicated. 3.05 MORTAR BEDDING AND JOINTING: A. Lay CMUs as follows: 1. Bed face shells in mortar and make head joints of depth equal to bed joints. 2. Bed webs in mortar in all courses of piers, columns, and pilasters. 3. Bed webs in mortar in grouted masonry, including starting course on footings. 4. Fully bed entire units, including areas under cells, at starting course on footings where cells are not grouted. 5. Fully bed units and fill cells with mortar at anchors and ties as needed to fully embed anchors and ties in mortar. B. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness unless otherwise indicated. 3.06 MASONRY -JOINT REINFORCEMENT: A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch on exterior side of walls, 1/2 inch elsewhere. Lap reinforcement a minimum of 6 inches. 1. Space reinforcement not more than 16 inches o.c. 2. Space reinforcement not more than 8 inches o.c. in foundation walls and parapet walls. 3. Provide reinforcement not more than 8 inches above and below wall openings and extending 12 inches beyond openings in addition to continuous reinforcement. B. Interrupt joint reinforcement at control and expansion joints unless otherwise indicated. C. Provide continuity at wall intersections by using prefabricated T-shaped units. D. Provide continuity at corners by using prefabricated L-shaped units. E. Cut and bend reinforcing units as directed by manufacturer for continuity at returns, offsets, and other special conditions. 3.07 CONTROL AND EXPANSION JOINTS: A. General: Install control- and expansion joint materials in unit masonry as masonry progresses. Do not allow materials to span control and expansion joints without provision to allow for in - plane wall or partition movement. B. Form control joints in concrete masonry as follows: 1. Install preformed control joint gaskets designed to fit standard sash block. 3.08 LINTELS: A. Provide masonry lintels where shown and where openings of more than 12 inches for brick - size units and 24 inches for block -size units are shown without structural steel or other supporting lintels. B. Provide minimum bearing of 8 inches at each jamb unless otherwise indicated. 3.09 REINFORCED UNIT MASONRY INSTALLATION: A. Temporary Formwork and Shores: Construct formwork and shores as needed to support reinforced masonry elements during construction. 1. Construct formwork to provide shape, line, and dimensions of completed masonry as indicated. Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, ZCCU-TWDC042000.DOCX 04 20 00 - 11 B&McD No.: 91.942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued tie, and support forms to maintain position and shape during construction and curing of reinforced masonry. 2. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and that of other loads that may be placed on them during construction. B. Placing Reinforcement: Comply with requirements in TMS 602/ACI 530.1/ASCE 6. C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to resist grout pressure. 1. Comply with requirements in TMS 602/ACI 530.1/ASCE 6 for cleanouts and for grout placement, including minimum grout space and maximum pour height. 2. Limit height of vertical grout pours to not more than 60 inches. 3.10 FIELD QUALITY CONTROL: A. Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and prepare reports. Allow inspectors access to scaffolding and work areas as needed to perform tests and inspections. Retesting of materials that fail to comply with specified requirements shall be done at Contractor's expense. B. Inspections: Special inspections according to Level B in TMS 402/ACI 530/ASCE 5. 1. Begin masonry construction only after inspectors have verified proportions of site - prepared mortar. 2. Place grout only after inspectors have verified compliance of grout spaces and of grades, sizes, and locations of reinforcement. 3. Place grout only after inspectors have verified proportions of site -prepared grout. C. Testing Frequency: One set of tests for each 5000 sq. ft. (464 sq. m) of wall area or portion thereof. D. Concrete Masonry Unit Test: For each type of unit provided, according to ASTM C 140 for compressive strength. E. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C 780. F. Grout Test (Compressive Strength): For each mix provided, according to ASTM C 1019. G. Prism Test: For each type of construction provided, according to ASTM C 1314 at 7 days and at 28 days. 3.11 REPAIRING, POINTING, AND CLEANING: A. Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or that do not match adjoining units. Install new units to match adjoining units; install in fresh mortar, pointed to eliminate evidence of replacement. B. Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and completely fill with mortar. Point up joints, including corners, openings, and adjacent construction, to provide a neat, uniform appearance. Prepare joints for sealant application, where indicated. C. In -Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints. D. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows: 1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels. ZCCU-TWDC042000.DOCX 04 20 00 - 12 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued 2. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes. Obtain Architect's approval of sample cleaning before proceeding with cleaning of masonry. 3. Protect adjacent stone and nonmasonry surfaces from contact with cleaner by covering them with liquid strippable masking agent or polyethylene film and waterproof masking tape. 4. Wet wall surfaces with water before applying cleaners; remove cleaners promptly by rinsing surfaces thoroughly with clear water. 5. Clean concrete masonry by applicable cleaning methods indicated in NCMA TEK 8-4A. 6. Clean masonry with a proprietary acidic cleaner applied according to manufacturer's written instructions. 3.12 MASONRY WASTE DISPOSAL: A. Salvageable Materials: Unless otherwise indicated, excess masonry materials are Contractor's property. At completion of unit masonry work, remove from Project site. END OF SECTION 04 20 00 ZCCU-TWDC042000.DOCX 04 20 00 - 13 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 04 20 00 — UNIT MASONRY: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC042000.DOCX 04 20 00 - 14 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 05 40 00 — COLD -FORMED METAL FRAMING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Exterior non -load-bearing wall framing. 1.03 RELATED REQUIREMENTS: A. Section 09 22 16 "Non -Structural Metal Framing" for interior non -load-bearing, metal -stud framing and ceiling -suspension assemblies. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American Iron and Steel Institute: 1. AISI S 100 - North American Specification for the Design of Cold -Formed Steel Structural Members. 2. AISI S200 - North American Standard for Cold -Formed Steel Framing - General Provisions. 3. AISI 5211 - North American Standard for Cold -Formed Steel Framing - Wall Stud Design, with Supplement 1. 4. AISI S213 - North American Standard for Cold -Formed Steel Framing - Lateral Design, with Supplement 1. C. ASTM International: 1. ASTM A 36/A 36M - Specification for Carbon Structural Steel 2. ASTM A 123/A123M - Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products. 3. ASTM A 153/A 153M - Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. 4. ASTM A 780/A 780M - Practice for Repair of Damaged and Uncoated Areas of Hot -Dip Galvanized Coatings. 5. ASTM A 1003/A 1003M - Specification for Steel Sheet, Carbon, Metallic- and Nonmetallic -Coated for Cold -Formed Framing Members. 6. ASTM C 1107/C 1107M - Specification for Packaged Dry, Hydraulic -Cement Grout (Nonshrink). 7. ASTM C 1513 - Specification for Steel Tapping Screws for Cold -Formed Steel Framing Connections. 8. ASTM E 329 - Specification for Agencies Engaged in Construction Inspection, Testing, or Special Inspection. 9. ASTM F 1554 - Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength. D. Department of Defense: 1. MIL -P -21035B - Paint, High Zinc Dust Content, Galvanizing Repair (Metric). ZCCU-TWDC054000.DOCX 05 40 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 05 40 00 — COLD -FORMED METAL FRAMING: continued E. ICC Evaluation Service, LLC: 1. ICC -ES AC70 - Acceptance Criteria for Fasteners Power -Driven into Concrete, Steel and Masonry Elements. 2. ICC -ES AC193 - Acceptance Criteria for Mechanical Anchors in Concrete Elements. F. SSPC: The Society for Protective Coatings: 1. SSPC-Paint 20 - Zinc -Rich Coating Type I, "Inorganic," and Type II, "Organic". 1.05 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project site. 1.06 SUBMITTALS: A. Product Data: For each type of cold -formed steel framing product and accessory. B. Shop Drawings: 1. Include layout, spacings, sizes, thicknesses, and types of cold -formed steel framing; fabrication; and fastening and anchorage details, including mechanical fasteners. 2. Indicate reinforcing channels, opening framing, supplemental framing, strapping, bracing, bridging, splices, accessories, connection details, and attachment to adjoining work. C. Delegated -Design Submittal: For cold -formed steel framing. D. Qualification Data: For testing agency. E. Product Test Reports: For each listed product, for tests performed by manufacturer and witnessed by a qualified testing agency. 1. Steel sheet. 2. Expansion anchors. 3. Power -actuated anchors. 4. Mechanical fasteners. 5. Miscellaneous structural clips and accessories. 1.07 QUALITY ASSURANCE: A. Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated. B. Product Tests: Mill certificates or data from a qualified independent testing agency[, or in- house testing with calibrated test equipment] indicating steel sheet complies with requirements, including base -metal thickness, yield strength, tensile strength, total elongation, chemical requirements, and metallic -coating thickness. 1.08 DELIVERY, STORAGE, AND HANDLING: A. Protect cold -formed steel framing from corrosion, moisture staining, deformation, and other damage during delivery, storage, and handling. PART 2 - PRODUCTS 2.01 MANUFACTURERS: A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. CEMCO; California Expanded Metal Products Co. 2. ClarkDietrich Building Systems. ZCCU-TWDC054000.DOCX 05 40 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 05 40 00 — COLD -FORMED METAL FRAMING: continued 3. Design Shapes in Steel. 4. MarinoWARE. 5. Olmar Supply, Inc. 6. SCAFCO Corporation. 7. Steeler, Inc. 2.02 PERFORMANCE REQUIREMENTS: A. Delegated Design: Engage a qualified professional engineer to design cold -formed steel framing. B. Structural Performance: Provide cold -formed steel framing capable of withstanding design loads within limits and under conditions indicated. 1. Design Loads: As indicated. 2. Deflection Limits: Design framing systems to withstand design loads without deflections greater than the following: a. Exterior Non -Load -Bearing Framing: Horizontal deflection of 1/240 of the wall height. b. Design framing systems to provide for movement of framing members located outside the insulated building envelope without damage or overstressing, sheathing failure, connection failure, undue strain on fasteners and anchors, or other detrimental effects when subject to a maximum ambient temperature change of 120 deg F (67 deg C). 3. Design exterior non -load-bearing wall framing to accommodate horizontal deflection without regard for contribution of sheathing materials. C. Cold -Formed Steel Framing Design Standards: 1. Wall Studs: AISI S211. 2. Lateral Design: AISI S213. D. AISI Specifications and Standards: Unless more stringent requirements are indicated, comply with AISI S100 and AISI S200. 2.03 COLD -FORMED STEEL FRAMING, GENERAL: A. Steel Sheet: ASTM A 1003/A 1.003M, Structural Grade, Type H, metallic coated, of grade and coating weight as follows: 1. Grade: As required by structural performance. 2. Coating: G90 (Z275) or equivalent. 2.04 EXTERIOR NON -LOAD-BEARING WALL FRAMING: A. Steel Studs: Manufacturer's standard C-shaped steel studs, of web depths indicated, punched, with stiffened flanges, and as follows: 1. Minimum Base -Metal Thickness: 0.0329 inch (0.84 mm). 2. Minimum Flange Width: 1-5/8 inches (41 mm). B. Steel Track: Manufacturer's standard U-shaped steel track, of web depths indicated, unpunched, with unstiffened flanges, and as follows: 1. Minimum Base -Metal Thickness: 0.0329 inch (0.84 mm). 2. Flange Width: 1-1/4 inches (32 mm). ZCCU-TWDC054000.DOCX 05 40 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 05 40 00 — COLD -FORMED METAL FRAMING: continued 2.05 FRAMING ACCESSORIES: A. Fabricate steel -framing accessories from steel sheet, ASTM A 1003/A 1003M, Structural Grade, Type H, metallic coated, of same grade and coating weight used for framing members. B. Provide accessories of manufacturer's standard thickness and configuration, unless otherwise indicated, as follows: 1. Supplementary framing. 2. Bracing, bridging, and solid blocking. 3. Hole reinforcing plates. 4. Backer plates. 2.06 ANCHORS, CLIPS, AND FASTENERS: A. Steel Shapes and Clips: ASTM A 36/A 36M, zinc coated by hot -dip process according to ASTM A 123/A 123M. B. Anchor Bolts: ASTM F 1554, Grade 36, threaded carbon -steel hex -headed bolts and carbon - steel nuts; and flat, hardened -steel washers; zinc coated by hot -dip process according to ASTM A 153/A 153M, Class C. C. Expansion Anchors: Fabricated from corrosion -resistant materials, with allowable load or strength design capacities calculated according to ICC -ES AC193 and ACI 318 greater than or equal to the design load, as determined by testing per ASTM E 488 conducted by a qualified testing agency. D. Power -Actuated Anchors: Fastener system of type suitable for application indicated, fabricated from corrosion -resistant materials, with allowable load capacities calculated according to ICC - ES AC70, greater than or equal to the design load, as determined by testing per ASTM E 1190 conducted by a qualified testing agency. E. Mechanical Fasteners: ASTM C 1513, corrosion -resistant -coated, self -drilling, self -tapping, steel drill screws. 1. Head Type: Low -profile head beneath sheathing, manufacturer's standard elsewhere. 2.07 MISCELLANEOUS MATERIALS: A. Galvanizing Repair Paint: SSPC-Paint 20 or MIL -P -21035B or ASTM A 780. B. Nonmetallic, Nonshrink Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, portland cement, shrinkage -compensating agents, and plasticizing and water -reducing agents, complying with ASTM C 1107/C 1107M, with fluid consistency and 30 -minute working time. C. Shims: Load bearing, high-density multimonomer plastic, and nonleaching; or of cold -formed steel of same grade and coating as framing members supported by shims. D. Sealer Gaskets: Closed -cell neoprene foam, 1/4 inch (6.4 mm) thick, selected from manufacturer's standard widths to match width of bottom track or rim track members. 2.08 FABRICATION: A. Fabricate cold -formed steel framing and accessories plumb, square, and true to line, and with connections securely fastened, according to referenced AISI's specifications and standards, manufacturer's written instructions, and requirements in this Section. 1. Fabricate framing assemblies using jigs or templates. 2. Cut framing members by sawing or shearing; do not torch cut. ZCCU-TWDC054000.DOCX 05 40 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 05 40 00 — COLD -FORMED METAL FRAMING: continued 3. Fasten cold -formed steel framing members by welding, screw fastening, clinch fastening, pneumatic pin fastening, or riveting as standard with fabricator. Wire tying of framing members is not permitted. a. Comply with AWS D1.3/D1.3M requirements and procedures for welding, appearance and quality of welds, and methods used in correcting welding work. b. Locate mechanical fasteners and install according to Shop Drawings, with screw penetrating joined members by no fewer than three exposed screw threads. 4. Fasten other materials to cold -formed steel framing by bolting, pneumatic pin fastening, or screw fastening, according to Shop Drawings. B. Reinforce, stiffen, and brace framing assemblies to withstand handling, delivery, and erection stresses. Lift fabricated assemblies to prevent damage or permanent distortion. C. Fabrication Tolerances: Fabricate assemblies level, plumb, and true to line to a maximum allowable tolerance variation of 1/8 inch in 10 feet (1:960) and as follows: 1. Spacing: Space individual framing members no more than plus or minus 1/8 inch (3 mm) from plan location. Cumulative error shall not exceed minimum fastening requirements of sheathing or other finishing materials. 2. Squareness: Fabricate each cold -formed steel framing assembly to a maximum out -of - square tolerance of 1/8 inch (3 mm). PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine supporting substrates and abutting structural framing for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 PREPARATION: A. Install sealer gaskets at the underside of wall bottom track or rim track and at the top of foundation wall or slab at stud or joist locations. 3.03 INSTALLATION, GENERAL: A. Cold -formed steel framing may be shop or field fabricated for installation, or it may be field assembled. B. Install cold -formed steel framing according to AISI 5200 and to manufacturer's written instructions unless more stringent requirements are indicated. C. Install shop- or field -fabricated, cold -formed framing and securely anchor to supporting structure. 1. Screw, bolt, or weld wall panels at horizontal and vertical junctures to produce flush, even, true -to -line joints with maximum variation in plane and true position between fabricated panels not exceeding 1/16 inch (1.6 mm). D. Install cold -formed steel framing and accessories plumb, square, and true to line, and with connections securely fastened. 1. Cut framing members by sawing or shearing; do not torch cut. 2. Fasten cold -formed steel framing members by welding, screw fastening, clinch fastening, or riveting. Wire tying of framing members is not permitted. ZCCU-TWDC054000.DOCX 05 40 00 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 05 40 00 — COLD -FORMED METAL FRAMING: continued a. Comply with AWS DI.3/D1.3M requirements and procedures for welding, appearance and quality of welds, and methods used in correcting welding work. b. Locate mechanical fasteners and install according to Shop Drawings, and complying with requirements for spacing, edge distances, and screw penetration. E. Install framing members in one-piece lengths unless splice connections are indicated for track or tension members. F. Install insulation, specified in Section 07 21 00 "Thermal Insulation," in built-up exterior framing members, such as headers, sills, boxed joists, and multiple studs at openings, that are inaccessible on completion of framing work. G. Fasten hole reinforcing plate over web penetrations that exceed size of manufacturer's approved or standard punched openings. H. Erection Tolerances: Install cold -formed steel framing level, plumb, and true to line to a maximum allowable tolerance variation of 1/8 inch in 10 feet (1:960) and as follows: 1. Space individual framing members no more than plus or minus 1/8 inch (3 mm) from plan location. Cumulative error shall not exceed minimum fastening requirements of sheathing or other finishing materials. 3.04 EXTERIOR NON -LOAD-BEARING WALL INSTALLATION: A. Install continuous tracks sized to match studs. Align tracks accurately and securely anchor to supporting structure as indicated. B. Fasten both flanges of studs to top and bottom track unless otherwise indicated. Space studs as follows: 1. Stud Spacing: 16 inches (406 mm). C. Set studs plumb, except as needed for diagonal bracing or required for nonplumb walls or warped surfaces and similar requirements. D. Install horizontal bridging in wall studs, spaced vertically in rows indicated on Shop Drawings but not more than 48 inches (1220 mm) apart. Fasten at each stud intersection. Provide one of the following: 1. Bridging: Cold -rolled steel channel, mechanically fastened to webs of punched studs. 2. Bridging: Combination of flat, taut, steel sheet straps of width and thickness indicated and stud -track solid blocking of width and thickness to match studs. Fasten flat straps to stud flanges and secure solid blocking to stud webs or flanges. 3. Bridging: Proprietary bridging bars installed according to manufacturer's written instructions. E. Install miscellaneous framing and connections, including web stiffeners, clip angles, continuous angles, anchors, and fasteners, to provide a complete and stable wall -framing system. 3.05 REPAIRS AND PROTECTION: A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on fabricated and installed cold -formed steel framing with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions. B. Provide final protection and maintain conditions, in a manner acceptable to manufacturer and Installer, that ensure that cold -formed steel framing is without damage or deterioration at time of Substantial Completion. END OF SECTION 05 40 00 ZCCU-TWDC054000.DOCX 05 40 00 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 10 53 — MISCELLANEOUS ROUGH CARPENTRY PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and DIVISION 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes: 1. Wood blocking and nailers. 1.03 RELATED REQUIREMENTS: A. Section 06 16 00 — "Sheathing" for sheathing, subflooring, and underlayment. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM A 153/A 153M - Specification for Zinc -Coating (Hot -Dip) of Iron and Steel Hardware. 2. ASTM C 954 - Specification for Steel Drill Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Steel Studs from 0.033 in. (0.84 mm) to 0.112 in. (2.84 mm) in Thickness. 3. ASTM D 2898 - Practice for Accelerated Weathering of Fire -Retardant -Treated Wood for Fire Testing. 4. ASTM D 5664 - Test Method for Evaluating the Effects of Fire -Retardant Treatments and Elevated Temperatures on Strength Properties of Fire -Retardant Treated Lumber. 5. ASTM E 84 - Test Method for Surface -Burning Characteristics of Building Materials. C. National Lumber Grades Authority: 1. Standard Grading Rules for Canadian Lumber. D. Northeastern Lumber Manufacturers' Association: 1. Standard Grading Rules for Northeastern Lumber. E. The Southern Pine Inspection Bureau: 1. Standard Grading Rules for Southern Pine Lumber. F. U.S. Department of Commerce, National Institute of Standards and Technology: 1. DOC PS 20 - American Softwood Lumber Standard. G. West Coast Lumber Inspection Bureau: 1. Standard No. 17 - Grading Rules for West Coast Lumber. H. Western Wood Products Association: 1. Western Lumber Grading Rules. 1.05 DEFINITIONS: A. Boards or Strips: Lumber of less than 2 inches nominal (38 mm actual) size in least dimension. B. Dimension Lumber: Lumber of 2 inches nominal (38 mm actual) or greater size but less than 5 inches nominal (114 mm actual) size in least dimension. ZCCU-TWDC061053.DOCX 06 10 53 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 10 53 — MISCELLANEOUS ROUGH CARPENTRY: continued 1.06 SUBMITTALS: A. Product Data: For each type of process and factory -fabricated product. Indicate component materials and dimensions and include construction and application details. 1. Include data for fire -retardant treatment from chemical treatment manufacturer and certification by treating plant that treated materials comply with requirements. Include physical properties of treated materials based on testing by a qualified independent testing agency. 2. For fire -retardant treatments, include physical properties of treated lumber both before and after exposure to elevated temperatures, based on testing by a qualified independent testing agency according to ASTM D5664. 3. For products receiving a waterborne treatment, include statement that moisture content of treated materials was reduced to levels specified before shipment to Project Site. B. Evaluation Reports: For the following, from ICC -ES: 1. Fire -retardant -treated wood. 1.07 QUALITY ASSURANCE: A. Testing Agency Qualifications: For testing agency providing classification marking for fire - retardant -treated material, an inspection agency acceptable to authorities having jurisdiction that periodically performs inspections to verify that the material bearing the classification marking is representative of the material tested. 1.08 DELIVERY, STORAGE, AND HANDLING: A. Stack lumber flat with spacers beneath and between each bundle to provide air circulation. Protect lumber from weather by covering with waterproof sheeting, securely anchored. Provide for air circulation around stacks and under coverings. PART 2 - PRODUCTS 2.01 WOOD PRODUCTS, GENERAL: A. Lumber: DOC PS 20 and applicable rules of grading agencies indicated. If no grading agency is indicated, provide lumber that complies with the applicable rules of any rules -writing agency certified by the ALSC Board of Review. Provide lumber graded by an agency certified by the ALSC Board of Review to inspect and grade lumber under the rules indicated. 1. Factory mark each piece of lumber with grade stamp of grading agency. 2. Dress lumber, S4S, unless otherwise indicated. B. Maximum Moisture Content of Lumber: 19% unless otherwise indicated. 2.02 F1RE-RETARDANT-TREATED MATERIALS: A. General: Where fire -retardant -treated materials are indicated, materials shall comply with requirements in this article, that are acceptable to authorities having jurisdiction, and with fire - test -response characteristics specified as determined by testing identical products per test method indicated by a qualified testing agency. B. Fire -Retardant -Treated Lumber and Plywood by Pressure Process: Products with a flame - spread index of 25 or less when tested according to ASTM E84, and with no evidence of significant progressive combustion when the test is extended an additional 20 minutes, and ZCCU-TWDC061053.DOCX 06 10 53 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 10 53 — MISCELLANEOUS ROUGH CARPENTRY: continued with the flame front not extending more than 10.5 feet (3.2 m) beyond the centerline of the burners at any time during the test. 1. Treatment shall not promote corrosion of metal fasteners. 2. Exterior Type: Treated materials shall comply with requirements specified above for fire -retardant -treated lumber and plywood by pressure process after being subjected to accelerated weathering according to ASTM D2898. Use for exterior locations and where indicated. C. Kiln -dry lumber after treatment to a maximum moisture content of 19%. D. Identify fire -retardant -treated wood with appropriate classification marking of qualified testing agency. E. Application: Treat all miscellaneous carpentry unless otherwise indicated. 2.03 MISCELLANEOUS LUMBER: A. General: Provide miscellaneous lumber indicated and lumber for support or attachment of other construction, including the following: 1. Blocking. 2. Nailers. B. Dimension Lumber Items: Construction or No. 2 grade lumber of any of the following species: 1. Hem -fir (north); NLGA. 2. Mixed southern pine or southern pine; SHE. 3. Spruce -pine -fir; NLGA. 4. Hem -fir; WCLIB or WWPA. 5. Spruce -pine -fir (south); NeLMA, WCLIB, or WWPA. 6. Western woods; WCLIB or WWPA. 7. Northern species; NLGA. 8. Eastern softwoods; NeLMA. C. Concealed Boards: 19% maximum moisture content of any of the following species and grades: 1. Mixed southern pine or southern pine, No. 2 grade; SPIB. 2. Hem -fir or hem -fir (north), Construction or No. 2 Common grade; NLGA, WCLIB, or WWPA. 3. Spruce -pine -fir (south) or spruce -pine -fir, Construction or No. 2 Common grade; NeLMA, NLGA, WCLIB, or WWPA. 4. Eastern softwoods, No. 2 Common grade; NELMA. 5. Northern species, No. 2 Common grade; NLGA. 6. Western woods, Construction or No. 2 Common grade; WCLIB or WWPA. D. For blocking and nailers used for attachment of other construction, select and cut lumber to eliminate knots and other defects that will interfere with attachment of other work. 2.04 FASTENERS: A. General: Provide fasteners of size and type indicated that comply with requirements specified in this article for material and manufacture. 1. Where carpentry is exposed to weather, in ground contact, pressure -preservative treated, or in area of high relative humidity, provide fasteners with hot -dip zinc coating complying with ASTM A153/A153M. ZCCU-TWDC061053.DOCX 06 10 53 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 10 53 — MISCELLANEOUS ROUGH CARPENTRY: continued B. Screws for Fastening to Metal Framing: ASTM C954, length as recommended by screw manufacturer for material being fastened. PART 3 - EXECUTION 3.01 INSTALLATION, GENERAL: A. Set carpentry to required levels and lines, with members plumb, true to line, cut, and fitted. Fit carpentry accurately to other construction. Locate nailers, blocking,and similar supports to comply with requirements for attaching other construction. B. Provide blocking and framing as indicated and as required to support facing materials, fixtures, specialty items, and trim. C. Where wood -preservative -treated lumber is installed adjacent to metal decking, install continuous flexible flashing separator between wood and metal decking. D. Securely attach carpentry work to substrate by anchoring and fastening as indicated, complying with the following: 1. Table 2304.9.1, "Fastening Schedule," in ICC's International Building Code. 2. ICC -ES evaluation report for fastener. 3.02 WOOD BLOCKING AND NAILER INSTALLATION: A. Install where indicated and where required for attaching other work. Form to shapes indicated and cut as required for true line and level of attached work. Coordinate locations with other work involved. B. Attach items to substrates to support applied loading. Recess bolts and nuts flush with surfaces unless otherwise indicated. 3.03 PROTECTION: A. Protect miscellaneous rough carpentry from weather. If, despite protection, miscellaneous rough carpentry becomes wet, apply EPA -registered borate treatment. Apply borate solution by spraying to comply with EPA -registered label. END OF SECTION 06 10 53 ZCCU-TWDC061053.DOCX 06 10 53 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 16 00 — SHEATHING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Wall sheathing. 1.03 RELATED REQUIREMENTS: A. Section 07 27 26 - "Fluid -Applied Membrane Air Barriers" for fluid -applied membrane air barriers applied over wall sheathing. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM A 153/A 153M - Specification for Zinc -Coating (Hot -Dip) of Iron and Steel Hardware. 2. ASTM C 834 - Specification for Latex Sealants. 3. ASTM C 954 - Specification for Steel Drill Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Steel Studs from 0.033 in. (0.84 mm) to 0.112 in. (2.84 mm) in Thickness. 4. ASTM C 1177/C 1177M - Specification for Glass Mat Gypsum Substrate for Use as Sheathing. C. Gypsum Association: 1. GA -253 - Application of Gypsum Sheathing. D. International Code Council: 1. International Building Code. 1.05 SUBMITTALS: A. Product Data: For each type of process and factory -fabricated product. Indicate component materials and dimensions and include construction and application details. 1.06 DELIVERY, STORAGE, AND HANDLING: A. Stack panels flat with spacers beneath and between each bundle to provide air circulation. Protect sheathing from weather by covering with waterproof sheeting, securely anchored. Provide for air circulation around stacks and under coverings. PART 2- PRODUCTS 2.01 WALL SHEATHING: A. Glass -Mat Gypsum Sheathing: ASTM C 1177/1177M. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. CertainTeed Corporation. ZCCU-TWDC061600.DOCX 06 16 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 16 00 — SHEATHING: continued b. Georgia-Pacific Building Products. c. National Gypsum Company. d. United States Gypsum Company. 2. Type and Thickness: Type X, 5/8 inch (15.9 mm) thick. 3. Size: 48 by 96 inches (1219 by 2438 mm) for vertical installation. 2.02 FASTENERS: A. General: Provide fasteners of size and type indicated that comply with requirements specified in this article for material and manufacture. 1. For wallsheathing, provide fasteners with hot -dip zinc coating complying with ASTM A 153/A 153M. B. Screws for Fastening Gypsum Sheathing to Cold -Formed Metal Framing: Steel drill screws, in length recommended by sheathing manufacturer for thickness of sheathing to be attached. 1. For steel framing from 0.033 to 0.112 inch (0.84 to 2.84 mm) thick, use screws that comply with ASTM C 954. 2.03 SHEATHING JOINT -AND -PENETRATION TREATMENT MATERIALS: A. Sealant for Glass -Mat Gypsum Sheathing: Silicone emulsion sealant complying with ASTM C 834, compatible with sheathing tape and sheathing and recommended by tape and sheathing manufacturers for use with glass -fiber sheathing tape and for covering exposed fasteners. 1. Sheathing Tape: Self -adhering glass -fiber tape, minimum 2 inches (50 mm) wide, 10 by 10 or 10 by 20 threads/inch (390 by 390 or 390 by 780 threads/m), of type recommended by sheathing and tape manufacturers for use with silicone emulsion sealant in sealing joints in glass -mat gypsum sheathing and with a history of successful in-service use. PART 3 - EXECUTION 3.01 INSTALLATION, GENERAL: A. Do not use materials with defects that impair quality of sheathing or pieces that are too small to use with minimum number of joints or optimum joint arrangement. Arrange joints so that pieces do not span between fewer than three support members. B. Cut panels at penetrations, edges, and other obstructions of work; fit tightly against abutting construction unless otherwise indicated. C. Securely attach to substrate by fastening as indicated, complying with the following: 1. Table 2304.9.1, "Fastening Schedule," in the ICC's International Building Code. 2. ICC -ES evaluation report for fastener. D. Coordinate wall sheathing installation with flashing and joint -sealant installation so these materials are installed in sequence and manner that prevent exterior moisture from passing through completed assembly. E. Coordinate sheathing installation with installation of materials installed over sheathing so sheathing is not exposed to precipitation or left exposed at end of the workday when rain is forecast. 3.02 GYPSUM SHEATHING INSTALLATION: A. Comply with GA -253 and with manufacturer's written instructions. ZCCU-TWDC061600.DOCX 06 16 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 16 00 — SHEATHING: continued 1. Fasten gypsum sheathing to cold -formed metal framing with screws. 2. Install panels with a 3/8 -inch (9.5 -mm) gap where non -load-bearing construction abuts structural elements. 3. Install panels with a 1/4 -inch (6.4 -mm) gap where they abut masonry or similar materials that might retain moisture, to prevent wicking. B. Apply fasteners so heads bear tightly against face of sheathing, but do not cut into facing. C. Vertical Installation: Install vertical edges centered over studs. Abut ends and edges with those of adjacent panels. Attach at perimeter and within field of panel to each stud. 1. Space fasteners approximately 8 inches (200 mm) o.c. and set back a minimum of 3/8 inch (9.5 mm) from edges and ends of panels. D. Seal sheathing joints according to sheathing manufacturer's written instructions. 1. Apply glass -fiber sheathing tape to glass -mat gypsum sheathing joints and apply and trowel sealant to embed entire face of tape in sealant. Apply sealant to exposed fasteners with a trowel so fasteners are completely covered. Seal other penetrations and openings. END OF SECTION 06 16 00 ZCCU-TWDC061600.DOCX 06 16 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 06 16 00 — SHEATHING: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC061600.DOCX 06 1.6 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 21 00 — THERMAL INSULATION PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Glass -fiber blanket. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM C 665 - Specification for Mineral -Fiber Blanket Thermal Insulation for Light Frame Construction and Manufactured Housing. 2. ASTM C 764 - Specification for Mineral Fiber Loose -Fill Thermal Insulation. 3. ASTM E 84 - Test Method for Surface Burning Characteristics of Building Materials. 4. ASTM E 136 - Test Method for Behavior of Materials in a Vertical Tube Furnace at 750 deg C. 1.04 SUBMITTALS: A. Product Data: For each type of product. B. Product Test Reports: For each product, for tests performed by a qualified testing agency. 1.05 DELIVERY, STORAGE, AND HANDLING: A. Protect insulation materials from physical damage and from deterioration due to moisture, soiling, and other sources. Store inside and in a dry location. Comply with manufacturer's written instructions for handling, storing, and protecting during installation. PART 2 - PRODUCTS 2.01 GLASS -FIBER BLANKET: A. Glass -Fiber Blanket, Unfaced: ASTM C 665, Type I; with maximum flame -spread and smoke - developed indexes of 25 and 50, respectively, per ASTM E 84; passing ASTM E 136 for combustion characteristics. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. CertainTeed Corporation. b. Guardian Building Products, Inc. c. Johns Manville; a Berkshire Hathaway company. d. Knauf Insulation. e. Owens Corning. 2.02 ACCESSORIES: A. Insulation for Miscellaneous Voids: ZCCU-TWDC072100.DOCX 07 21 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 21 00 — THERMAL INSULATION: continued 1. Glass -Fiber Insulation: ASTM C 764, Type II, loose fill; with maximum flame -spread and smoke -developed indexes of 5, per ASTM E 84. PART 3 - EXECUTION 3.01 PREPARATION: A. Clean substrates of substances that are harmful to insulation, including removing projections capable of puncturing insulation or vapor retarders, or that interfere with insulation attachment. 3.02 INSTALLATION, GENERAL: A. Comply with insulation manufacturer's written instructions applicable to products and applications. B. Install insulation that is undamaged, dry, and unsoiled and that has not been left exposed to ice, rain, or snow at any time. C. Extend insulation to envelop entire area to be insulated. Fit tightly around obstructions and fill voids with insulation. Remove projections that interfere with placement. D. Provide sizes to fit applications and selected from manufacturer's standard thicknesses, widths, and lengths. Apply single layer of insulation units unless multiple layers are otherwise shown or required to make up total thickness or to achieve R -value. 3.03 INSTALLATION OF INSULATION IN FRAMED CONSTRUCTION: A. Blanket Insulation: Install in cavities formed by framing members according to the following requirements: 1. Use insulation widths and lengths that fill the cavities formed by framing members. If more than one length is required to fill the cavities, provide lengths that will produce a snug fit between ends. 2. Place insulation in cavities formed by framing members to produce a friction fit between edges of insulation and adjoining framing members. 3. Maintain 3 -inch (76 -mm) clearance of insulation around recessed lighting fixtures not rated for or protected from contact with insulation. B. Miscellaneous Voids: Install insulation in miscellaneous voids and cavity spaces where required to prevent gaps in insulation using the following materials: 1. Glass -Fiber Insulation: Compact to approximately 40 percent of normal maximum volume equaling a density of approximately 2.5 lb/cu. ft. (40 kg/cu. m). 3.04 PROTECTION: A. Protect installed insulation from damage due to harmful weather exposures, physical abuse, and other causes. Provide temporary coverings or enclosures where insulation is subject to abuse and cannot be concealed and protected by permanent construction immediately after installation. END OF SECTION 07 21 00 ZCCU-TWDC072100.DOCX 07 21 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 27 26 — FLUID -APPLIED MEMBRANE AIR BARRIERS PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes fluid -applied, vapor -permeable membrane air barriers. 1.03 RELATED REQUIREMENTS: A. Section 06 16 00 - "Sheathing" for wall sheathings and wall sheathing joint -and -penetration treatments. B. Section 09 24 00 - "Portland -Cement Plastering" for weather barriers installed as part of portland-cement plastering systems. 1.04 REFERENCE STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM A 240/A 240M - Specification for Chromium and Chromium -Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications. 2. ASTM C 920 - Specification for Elastomeric Joint Sealants. 3. ASTM C 1193 - Guide for Use of Joint Sealants. 4. ASTM D 412 - Test Methods for Vulcanized Rubber and Thermoplastic Elastomers — Tension. 5. ASTM D 2000 - Classification System for Rubber Products in Automotive Applications. 6. ASTM D 4263 - Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method. 7. ASTM E 96/E 96M - Test Methods for Water Vapor Transmission of Materials 8. ASTM E 2178 - Test Method for Air Permeance of Building Materials. 9. ASTM E 2357 - Test Method for Determining Air Leakage of Air Barrier Assemblies. 1.05 DEFINITIONS: A. Air -Barrier Material: A primary element that provides a continuous barrier to the movement of air. B. Air -Barrier Accessory: A transitional component of the air barrier that provides continuity. C. Air -Barrier Assembly: The collection of air -barrier materials and accessory materials applied to an opaque wall, including joints and junctions to abutting construction, to control air movement through the wall. 1.06 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project Site. 1. Review air -barrier requirements and installation, special details, mockups, air -leakage and bond testing, air -barrier protection, and work scheduling that covers air barriers. 1.07 SUBMITTALS: A. Product Data: For each type of product. ZCCU-TWDC072726.DOCX 07 27 26 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 27 26 — FLUID -APPLIED MEMBRANE AIR BARRIERS: continued 1. Include manufacturer's written instructions for evaluating, preparing, and treating substrate; technical data; and tested physical and performance properties of products. B. Shop Drawings: For air -barrier assemblies. 1. Show locations and extent of air barrier. Include details for substrate joints and cracks, counterflashing strips, penetrations, inside and outside corners, terminations, and tie-ins with adjoining construction. 2. Include details of interfaces with other materials that form part of air barrier. C. Product Certificates: From air -barrier manufacturer, certifying compatibility of air barriers and accessory materials with Project materials that connect to or that come in contact with the barrier. D. Product Test Reports: For each air -barrier assembly, for tests performed by a qualified testing agency. 1.08 QUALITY ASSURANCE: A. Installer Qualifications: An entity that employs installers and supervisors who are trained and approved by manufacturer. 1.09 DELIVERY, STORAGE, AND HANDLING: A. Remove and replace liquid materials that cannot be applied within their stated shelf life. B. Protect stored materials from direct sunlight. 1.10 FIELD CONDITIONS: A. Environmental Limitations: Apply air barrier within the range of ambient and substrate temperatures recommended by air -barrier manufacturer. 1. Protect substrates from environmental conditions that affect air -barrier performance. 2. Do not apply air barrier to a damp or wet substrate or during snow, rain, fog, or mist. PART 2 - PRODUCTS 2.01 MATERIALS, GENERAL: A. Source Limitations: Obtain primary air -barrier materials and air -barrier accessories from single source from single manufacturer. 2.02 PERFORMANCE REQUIREMENTS: A. General: Air barrier shall be capable of performing as a continuous vapor- permeableair barrier and as a liquid -water drainage plane flashed to discharge to the exterior incidental condensation or water penetration. Air -barrier assemblies shall be capable of accommodating substrate movement and of sealing substrate expansion and control joints, construction material changes, penetrations, and transitions at perimeter conditions without deterioration and air leakage exceeding specified limits. B. Air -Barrier Assembly Air Leakage: Maximum 0.04 cfm/sq. ft. of surface area at 1.57 lbf./sq. ft. (0.2 L/s by sq. m of surface area at 75 Pa), when tested according to ASTM E2357. 2.03 VAPOR -PERMEABLE MEMBRANE AIR -BARRIER: A. Fluid -Applied, Vapor -Permeable Membrane Air Barrier: Synthetic polymer membrane. 1. Synthetic Polymer Membrane: ZCCU-TWDC072726.DOCX 07 27 26 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 27 26 — FLUID -APPLIED MEMBRANE AIR BARRIERS: continued a. Basis -of -Design Product: Subject to compliance with requirements, provide Sto Corp; Sto EmeraldCoat or comparable product by one of the following: (1) GCP Applied Technologies Inc. (formerly Grace Construction Products). (2) Henry Company. (3) Tremco Incorporated. 2. Physical and Performance Properties: a. Air Permeance: Maximum 0.004 cfm/sq. ft. of surface area at 1.57-lbf./sq. ft. (0.02 L/s by sq. m of surface area at 75 -Pa) pressure difference; ASTM E2178. b. Vapor Permeance: Minimum 10 perms (580 ng/Pa by s by sq. m); ASTM E96/E96M. c. Ultimate Elongation: Minimum 200%; ASTM D412, Die C. d. Fire Propagation Characteristics: Passes NFPA 285 testing as part of an approved assembly. 2.04 ACCESSORY MATERIALS: A. General: Accessory materials recommended by air -barrier manufacturer to produce a complete air -barrier assembly and compatible with primary air -barrier material. B. Primer: Liquid waterborne primer recommended for substrate by air -barrier material manufacturer. C. Counterflashing Strip: Modified bituminous, 40 -mil (1.0 -mm) thick, self -adhering sheet consisting of 32 mils (0.8 mm) of rubberized asphalt laminated to an 8 -mil (0.2 -mm) thick, cross -laminated polyethylene film with release liner backing. D. Joint Reinforcing Strip: Air -barrier manufacturer's glass -fiber -mesh tape. E. Substrate -Patching Membrane: Manufacturer's standard trowel -grade substrate filler. F. Adhesive and Tape: Air -barrier manufacturer's standard adhesive and pressure -sensitive adhesive tape. G. Stainless -Steel Sheet: ASTM A240/A240M, Type 304, 0.0187 inch (0.5 mm) thick, and Series 300 stainless-steel fasteners. H. Modified Bituminous Transition Strip: Vapor retarding, 40 mils (1.0 mm) thick, smooth surfaced, self -adhering; consisting of 36 mils (0.9 mm) of rubberized asphalt laminated to a 4 -mil (0.1 -mm) thick polyethylene film with release liner backing. I. Joint Sealant: ASTM C920, single -component, neutral -curing silicone; Class 100/50 (low modulus), Grade NS, Use NT related to exposure, and, as applicable to joint substrates indicated, Use O. Comply with Section 07 92 00 - "Joint Sealants." J. Termination Mastic: Air -barrier manufacturer's standard cold fluid -applied elastomeric liquid; trowel grade. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine substrates, areas, and conditions, with Installer present, for compliance with requirements and other conditions affecting performance of the Work. 1. Verify that substrates are sound and free of oil, grease, dirt, excess mortar, or other contaminants. 2. Verify that concrete has cured and aged for minimum time period recommended by air - barrier manufacturer. ZCCU-TWDC072726.DOCX 07 27 26 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 27 26 — FLUID -APPLIED MEMBRANE AIR BARRIERS: continued 3. Verify that concrete is visibly dry and free of moisture. Test for capillary moisture by plastic sheet method according to ASTM D4263. 4. Verify that masonry joints are flush and completely filled with mortar. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 SURFACE PREPARATION: A. Clean, prepare, treat, and seal substrate according to manufacturer's written instructions. Provide clean, dust -free, and dry substrate for air -barrier application. B. Mask off adjoining surfaces not covered by air barrier to prevent spillage and overspray affecting other construction. C. Remove grease, oil, bitumen, form -release agents, paints, curing compounds, and other penetrating contaminants or film -forming coatings from concrete. D. Remove fins, ridges, mortar, and other projections and fill honeycomb, aggregate pockets, holes, and other voids in concrete with substrate -patching membrane. E. Remove excess mortar from masonry ties, shelf angles, and other obstructions. F. At changes in substrate plane, apply sealant or termination mastic beads at sharp corners and edges to form a smooth transition from one plane to another. G. Cover gaps in substrate plane and form a smooth transition from one substrate plane to another with stainless-steel sheet mechanically fastened to structural framing to provide continuous support for air barrier. 3.03 JOINT TREATMENT: A. Gypsum Sheathing: Fill joints greater than 1/4 inch (6 mm) with sealant according to ASTM C1193 and air -barrier manufacturer's written instructions. Apply first layer of fluid air - barrier material at joints. Tape joints with joint reinforcing strip after first layer is dry. Apply a second layer of fluid air -barrier material over joint reinforcing strip. 3.04 TRANSITION STRIP INSTALLATION: A. General: Install strips, transition strips, and accessory materials according to air -barrier manufacturer's written instructions to form a seal with adjacent construction and maintain a continuous air barrier. B. Apply primer to substrates at required rate and allow it to dry. Limit priming to areas that will be covered by fluid air -barrier material on same day. Reprime areas exposed for more than 24 hours. 1. Prime glass -fiber -surfaced gypsum sheathing with number of prime coats needed to achieve required bond, with adequate drying time between coats. C. Connect and seal exterior wall air -barrier material continuously to concrete below -grade structures, storefront systems, and other construction used in exterior wall openings, using accessory materials. D. At end of each working day, seal top edge of strips and transition strips to substrate with termination mastic. E. Apply joint sealants forming part of air -barrier assembly within manufacturer's recommended application temperature ranges. Consult manufacturer when sealant cannot be applied within these temperature ranges. F. Wall Openings: Prime concealed, perimeter frame surfaces of storefronts, and doors. Apply modified bituminous transition strip so that a minimum of 3 inches (75 mm) of coverage is ZCCU-TWDC072726.DOCX 07 27 26 - 4 B&McD No.: 91942 1 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 27 26 — FLUID -APPLIED MEMBRANE AIR BARRIERS: continued achieved over each substrate. Maintain 3 inches (75 mm) of full contact over firm bearing to perimeter frames with not less than 1 inch (25 mm) of full contact. 1. Modified Bituminous Transition Strip: Roll firmly to enhance adhesion. G. Fill gaps in perimeter frame surfaces of windows, curtain walls, storefronts, and doors, and miscellaneous penetrations of air -barrier material with foam sealant. H. Seal top of through -wall flashings to air barrier with an additional 6 -inch (150 -mm) wide, counterflashingstrip. I. Seal exposed edges of strips at seams, cuts, penetrations, and terminations not concealed by metal counterflashings or ending in reglets with termination mastic. J. Repair punctures, voids, and deficient lapped seams in strips and transition strips. Slit and flatten fishmouths and blisters. Patch with transition strips extending 6 inches (150 mm) beyond repaired areas in strip direction. 3.05 FLUID AIR -BARRIER MEMBRANE INSTALLATION: A. General: Apply fluid air -barrier material to form a seal with strips and transition strips and to achieve a continuous air barrier according to air -barrier manufacturer's written instructions. Apply fluid air -barrier material within manufacturer's recommended application temperature ranges. 1. Apply primer to substrates at required rate and allow it to dry. 2. Limit priming to areas that will be covered by fluid air -barrier material on same day. Reprime areas exposed for more than 24 hours. 3. Prime glass -fiber -surfaced gypsum sheathing with number of prime coats needed to achieve required bond, with adequate drying time between coats. B. Membrane Air Barriers: Apply a continuous unbroken air -barrier membrane to substrates according to the following thickness. Apply air -barrier membrane in full contact around protrusions such as masonry ties. 1. Vapor -Permeable Membrane Air Barrier: Total dry film thickness as recommended in writing by manufacturer to meet performance requirements, but not less than 40 -mil (1.0 - mm) dry film thickness, applied in one or more equal coats. C. Apply strip and transition strip a minimum of 1 inch (25 mm) onto cured air -barrier material orstrip and transition strip over cured air -barrier material overlapping 3 inches (75 mm) onto each surface according to air -barrier manufacturer's written instructions. D. Correct deficiencies in or remove air barrier that does not comply with requirements; repair substrates and reapply air -barrier components. 3.06 CLEANING AND PROTECTION: A. Protect air -barrier system from damage during application and remainder of construction period, according to manufacturer's written instructions. 1. Protect air barrier from exposure to UV light and harmful weather exposure as required by manufacturer. If exposed to these conditions for more than 30 days, remove and replace air barrier or install additional, full-thickness, air -barrier application after repairing and preparing the overexposed membrane according to air -barrier manufacturer's written instructions. 2. Protect air barrier from contact with incompatible materials and sealants not approved by air -barrier manufacturer. ZCCU-TWDC072726.DOCX 07 27 26 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 27 26 — FLUID -APPLIED MEMBRANE AIR BARRIERS: continued B. Clean spills, stains, and soiling from construction that would be exposed in the completed Work using cleaning agents and procedures recommended by manufacturer of affected construction. C. Remove masking materials after installation. END OF SECTION 07 27 26 ZCCU-TWDC072726.DOCX 07 27 26 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 62 00 — SHEET METAL FLASHING AND TRIM PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. Section Includes: 1. Formed wall sheet metal fabrications. 1.03 RELATED REQUIREMENTS A. Section 06 10 53 "Miscellaneous Rough Carpentry" for wood nailers, curbs, and blocking. B. Section 07 95 13.16 "Exterior Expansion Joint Cover Assemblies" for manufactured expansion joint cover assemblies for exterior building walls. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American Architectural Manufacturers Association: 1. AAMA 621 - Voluntary Specification for High Performance Organic Coatings on Coil Coated Architectural Hot Dipped Galvanized (HDG) and Zinc -Aluminum Coated Steel Substrates. C. ASTM International: 1. ASTM A 153/A 153M - Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. 2. ASTM A 653/A 653M - Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc - Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process. 3. ASTM A 755/A 755M - Specification for Steel Sheet, Metallic Coated by the Hot -Dip Process and Prepainted by the Coil -Coating Process for Exterior Exposed Building Products. 4. ASTM C 920 - Specification for Elastomeric Joint Sealants. 5. ASTM C 1311 - Specification for Solvent Release Sealants. 6. ASTM D 1187/D 1187M - Specification for Asphalt -Base Emulsions for Use as Protective Coatings for Metal. 7. ASTM D 2244 - Practice for Calculation of Color Tolerances and Color Differences from Instrumentally Measured Color Coordinates. 8. ASTM D 4214 - Test Methods for Evaluating the Degree of Chalking of Exterior Paint Films. 9. ASTM F 2329/F 2329M - Specification for Zinc Coating, Hot -Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners. D. National Association of Architectural Metal Manufacturers: 1. Metal Finishes Manual for Architectural and Metal Products. E. Sheet Metal and Air Conditioning Contractors' National Association: 1. Architectural Sheet Metal Manual. ZCCU-TWDC076200.DOCX 07 62 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 62 00 — SHEET METAL FLASHING AND TRIM: continued 1.05 COORDINATION A. Coordinate sheet metal flashing and trim installation with adjoining wall materials, joints, and seams to provide leakproof, secure, and noncorrosive installation. 1.06 PREINSTALLATION MEETINGS A. Preinstallation Conference: Conduct conference at Project site. 1. Review construction schedule. Verify availability of materials, Installer's personnel, equipment, and facilities needed to make progress and avoid delays. 2. Review sheet metal flashing observation and repair procedures after flashing installation. 1.07 SUBMITTALS A. Product Data: For each type of product. 1. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for each manufactured product and accessory. B. Shop Drawings: For sheet metal flashing and trim. 1. Include plans, elevations, sections, and attachment details. 2. Detail fabrication and installation layouts and keyed details. 3. Include identification of material, thickness, weight, and finish for each item and location in Project. 4. Include details for forming, including profiles, shapes, seams, and dimensions. 5. Include details for joining, supporting, and securing, including layout and spacing of fasteners, cleats, clips, and other attachments. Include pattern of seams. 6. Include details of termination points and assemblies. 7. Include details of connections to adjoining work. C. Samples for Initial Selection: For each type of sheet metal and accessory indicated with factory -applied finishes. D. Samples for Verification: For each type of exposed finish. 1. Anodized Aluminum Samples: Samples to show full range to be expected for each color required. E. Sample Warranty: For special warranty. F. Maintenance Data: For sheet metal flashing and trim, and its accessories, to include in maintenance manuals. 1.08 QUALITY ASSURANCE A. Fabricator Qualifications: Employs skilled workers who custom fabricate sheet metal flashing and trim similar to that required for this Project and whose products have a record of successful in-service performance. 1.09 DELIVERY, STORAGE, AND HANDLING A. Do not store sheet metal flashing and trim materials in contact with other materials that might cause staining, denting, or other surface damage. Store sheet metal flashing and trim materials away from uncured concrete and masonry. B. Protect strippable protective covering on sheet metal flashing and trim from exposure to sunlight and high humidity, except to extent necessary for period of sheet metal flashing and trim installation. ZCCU-TWDC076200.DOCX 07 62 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 62 00 — SHEET METAL FLASHING AND TRIM: continued 1.10 WARRANTY A. Special Warranty on Finishes: Manufacturer agrees to repair finish or replace sheet metal flashing and trim that shows evidence of deterioration of factory -applied finishes within specified warranty period. 1. Exposed Panel Finish: Deterioration includes, but is not limited to, the following: a. Color fading more than 5 Hunter units when tested according to ASTM D 2244. b. Chalking in excess of a No. 8 rating when tested according to ASTM D 4214. c. Cracking, checking, peeling, or failure of paint to adhere to bare metal. 2. Finish Warranty Period: 20 years from date of Substantial Completion. PART 2- PRODUCTS 2.01 PERFORMANCE REQUIREMENTS A. General: Sheet metal flashing and trim assemblies shall withstand wind loads, structural movement, thermally induced movement, and exposure to weather without failure due to defective manufacture, fabrication, installation, or other defects in construction. Completed sheet metal flashing and trim shall not rattle, leak, or loosen, and shall remain watertight. B. Sheet Metal Standard for Flashing and Trim: Comply with SMACNA's "Architectural Sheet Metal Manual" requirements for dimensions and profiles shown unless more stringent requirements are indicated. C. Thermal Movements: Allow for thermal movements from ambient and surface temperature changes to prevent buckling, opening of joints, overstressing of components, failure of joint sealants, failure of connections, and other detrimental effects. Base calculations on surface temperatures of materials due to both solar heat gain and nighttime -sky heat loss. 1. Temperature Change: 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces. 2.02 SHEET METALS A. General: Protect mechanical and other finishes on exposed surfaces from damage by applying strippable, temporary protective film before shipping. B. Metallic -Coated Steel Sheet: Provide zinc -coated (galvanized) steel sheet according to ASTM A 653/A 653M, G90 (Z275) coating designation; prepainted by coil -coating process to comply with ASTM A 755/A 755M. 1. Surface: Smooth, flat. 2. Exposed Coil -Coated Finish: a. Two -Coat Fluoropolymer: AAMA 621. Fluoropolymer finish containing not less than 70 percent PVDF resin by weight in color coat. Prepare, pretreat, and apply coating to exposed metal surfaces to comply with coating and resin manufacturers' written instructions. 3. Color: As selected by Architect from manufacturer's full range. 4. Concealed Finish: Pretreat with manufacturer's standard white or light-colored acrylic or polyester backer finish, consisting df prime coat and wash coat with minimum total dry film thickness of 0.5 mil (0.013 mm). ZCCU-TWDC076200.DOCX 07 62 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 62 00 — SHEET METAL FLASHING AND TRIM: continued 2.03 MISCELLANEOUS MATERIALS A. General: Provide materials and types of fasteners, protective coatings, sealants, and other miscellaneous items as required for complete sheet metal flashing and trim installation and as recommended by manufacturer of primary sheet metal unless otherwise indicated. B. Fasteners: Self -tapping screws and other suitable fasteners designed to withstand design loads and recommended by manufacturer of primary sheet metal. 1. Fasteners for Zinc -Coated (Galvanized) Steel Sheet: Series 300 stainless steel or hot -dip galvanized steel according to ASTM A 153/A 153M or ASTM F 2329/F 2329M. C. Sealant Tape: Pressure -sensitive, 100 percent solids, polyisobutylene compound sealant tape with release -paper backing. Provide permanently elastic, nonsag, nontoxic, nonstaining tape 1/2 inch (13 mm) wide and 1/8 inch (3 mm) thick. D. Elastomeric Sealant: ASTM C 920, elastomeric siliconepolymer sealant; of type, grade, class, and use classifications required to seal joints in sheet metal flashing and trim and remain watertight. E. Butyl Sealant: ASTM C 1311, single -component, solvent -release butyl rubber sealant; polyisobutylene plasticized; heavy bodied for hooked -type expansion joints with limited movement. F. Bituminous Coating: Cold -applied asphalt emulsion according to ASTM D 1187/D 1187M. 2.04 FABRICATION, GENERAL A. General: Custom fabricate sheet metal flashing and trim to comply with details shown and recommendations in cited sheet metal standard that apply to design, dimensions, geometry, metal thickness, and other characteristics of item required. Fabricate sheet metal flashing and trim in shop to greatest extent possible. 1. Fabricate sheet metal flashing and trim in thickness or weight needed to comply with performance requirements, but not less than that specified for each application and metal. 2. Obtain field measurements for accurate fit before shop fabrication. 3. Form sheet metal flashing and trim to fit substrates without excessive oil canning, buckling, and tool marks; true to line, levels, and slopes; and with exposed edges folded back to form hems. 4. Conceal fasteners and expansion provisions where possible. Do not use exposed fasteners on faces exposed to view. B. Fabrication Tolerances: Fabricate sheet metal flashing and trim that is capable of installation to a tolerance of 1/4 inch in 20 feet (6 mm in 6 m) on slope and location lines indicated on Drawings and within 1/8 -inch (3 -mm) offset of adjoining faces and of alignment of matching profiles. C. Fabrication Tolerances: Fabricate sheet metal flashing and trim that is capable of installation to tolerances specified in MCA's "Guide Specification for Residential Metal Roofing." D. Expansion Provisions: Form metal for thermal expansion of exposed flashing and trim. 1. Form expansion joints of intermeshing hooked flanges, not less than 1 inch (25 mm) deep, filled with butyl sealant concealed within joints. E. Sealant Joints: Where movable, nonexpansion-type joints are required, form metal to provide for proper installation of elastomeric sealant according to cited sheet metal standard. F. Fabricate cleats and attachment devices from same material as accessory being anchored or from compatible, noncorrosive metal. ZCCU-TWDC076200.DOCX 07 62 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 62 00 — SHEET METAL FLASHING AND TRIM: continued G. Seams: Fabricate nonmoving seams with flat -lock seams. Form seams and seal with elastomeric sealant unless otherwise recommended by sealant manufacturer for intended use. H. Do not use graphite pencils to mark metal surfaces. 2.05 WALL SHEET METAL FABRICATIONS A. Wall Flashing: Fabricate continuous flashings in minimum 96 -inch- (2400 -mm-) long, but not exceeding 12 -foot- (3.6-m-) long. 1. Galvanized Steel: 0.022 inch (0.56 mm) thick. PART 3 - EXECUTION 3.01 EXAMINATION A. Examine substrates, areas, and conditions, with Installer present, for compliance with requirements for installation tolerances, substrate, and other conditions affecting performance of the Work. 1. Verify compliance with requirements for installation tolerances of substrates. 2. Verify that substrate is sound, dry, smooth, clean, sloped for drainage, and securely anchored. 3. Verify that air- or water-resistant barriers have been installed over sheathing or backing substrate to prevent air infiltration or water penetration. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 INSTALLATION, GENERAL A. General: Anchor sheet metal flashing and trim and other components of the Work securely in place, with provisions for thermal and structural movement. Use fasteners[, solder], protective coatings, separators, sealants, and other miscellaneous items as required to complete sheet metal flashing and trim system. 1. Install sheet metal flashing and trim true to line, levels, and slopes. Provide uniform, neat seams with minimum exposure of solder, welds, and sealant. 2. Install sheet metal flashing and trim to fit substrates and to result in watertight performance. Verify shapes and dimensions of surfaces to be covered before fabricating sheet metal. 3. Space cleats not more than 12 inches (300 mm) apart. Attach each cleat with at least two fasteners. Bend tabs over fasteners. 4. Install exposed sheet metal flashing and trim with limited oil canning, and free of buckling and tool marks. 5. Torch cutting of sheet metal flashing and trim is not permitted. 6. Do not use graphite pencils to mark metal surfaces. B. Metal Protection: Where dissimilar metals contact each other, or where metal contacts pressure -treated wood or other corrosive substrates, protect against galvanic action or corrosion by painting contact surfaces with bituminous coating or by other permanent separation as recommended by sheet metal manufacturer or cited sheet metal standard. C. Expansion Provisions: Provide for thermal expansion of exposed flashing and trim. Space movement joints at maximum of 10 feet (3 m) with no joints within 24 inches (600 mm) of corner or intersection. ZCCU-TWDC076200.DOCX 07 62 00 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 62 00 — SHEET METAL FLASHING AND TRIM: continued 1. Form expansion joints of intermeshing hooked flanges, not less than 1 inch (25 mm) deep, filled with sealant concealed within joints. D. Fasteners: Use fastener sizes that penetrate substrate not less than recommended by fastener manufacturer to achieve maximum pull-out resistance. E. Conceal fasteners and expansion provisions where possible in exposed work and locate to minimize possibility of leakage. Cover and seal fasteners and anchors as required for a tight installation. F. Seal joints as required for watertight construction. 1. Use sealant -filled joints unless otherwise indicated. Embed hooked flanges of joint members not less than 1 inch (25 mm) into sealant. Form joints to completely conceal sealant. When ambient temperature at time of installation is between 40 and 70 deg F (4 and 21 deg C), set joint members for 50 percent movement each way. Adjust setting proportionately for installation at higher ambient temperatures. Do not install sealant -type joints at temperatures below 40 deg F (4 deg C). 2. Prepare joints and apply sealants to comply with requirements in Section 07 92 00 "Joint Sealants." 3.03 WALL FLASHING INSTALLATION A. General: Install sheet metal wall flashing to intercept and exclude penetrating moisture according to cited sheet metal standard unless otherwise indicated. 3.04 ERECTION TOLERANCES A. Installation Tolerances: Shim and align sheet metal flashing and trim within installed tolerance of 1/4 inch in 20 feet (6 mm in 6 m) on slope and location lines indicated on Drawings and within 1/8 -inch (3 -mm) offset of adjoining faces and of alignment of matching profiles. B. Installation Tolerances: Shim and align sheet metal flashing and trim within installed tolerances specified in MCA's "Guide Specification for Residential Metal Roofing." 3.05 CLEANING AND PROTECTION A. Clean exposed metal surfaces of substances that interfere with uniform oxidation and weathering. B. Clean off excess sealants. C. Remove temporary protective coverings and strippable films as sheet metal flashing and trim are installed unless otherwise indicated in manufacturer's written installation instructions. On completion of sheet metal flashing and trim installation, remove unused materials and clean finished surfaces as recommended by sheet metal flashing and trim manufacturer. Maintain sheet metal flashing and trim in clean condition during construction. D. Replace sheet metal flashing and trim that have been damaged or that have deteriorated beyond successful repair by finish touchup or similar minor repair procedures. END OF SECTION 07 62 00 ZCCU-TWDC076200.DOCX 07 62 00 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 92 00 — JOINT SEALANTS PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes: 1. Silicone joint sealants. 2. Urethane joint sealants. 3. Butyl joint sealants. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM C 920 - Specification for Elastomeric Joint Sealants. 2. ASTM C 1193 - Guide for Use of Joint Sealants. 3. ASTM C 1248 - Test Method for Staining of Porous Substrate by Joint Sealants. 4. ASTM C 1311 - Specification for Solvent Release Sealants. 5. ASTM C 1330 - Specification for Cylindrical Sealant Backing for Use with Cold Liquid Applied Sealants. 1.04 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project Site. 1.05 SUBMITTALS: A. Product Data: For each joint -sealant product. B. Samples for Initial Selection: Manufacturer's color charts consisting of strips of cured sealants showing the full range of colors available for each product exposed to view. C. Samples for Verification: For each kind and color of joint sealant required, provide Samples with joint sealants in 1/2 -inch (13 -mm) wide joints formed between two 6 -inch (150 -mm) long strips of material matching the appearance of exposed surfaces adjacent to joint sealants. D. Joint -Sealant Schedule: Include the following information: 1. Joint -sealant application, joint location, and designation. 2. Joint -sealant manufacturer and product name. 3. Joint -sealant formulation. 4. Joint -sealant color. E. Product Test Reports: For each kind of joint sealant, for tests performed by manufacturer and witnessed by a qualified testing agency. F. Sample Warranties: For special warranties. 1.06 QUALITY ASSURANCE: A. Installer Qualifications: An authorized representative who is trained and approved by manufacturer. ZCCU-TWD079200.DOCX 07 92 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 92 00 — JOINT SEALANTS: continued 1.07 FIELD CONDITIONS: A. Do not proceed with installation of joint sealants under the following conditions: 1. When ambient and substrate temperature conditions are outside limits permitted by joint - sealant manufacturer or are below 40°F (5°C). 2. When joint substrates are wet. 3. Where joint widths are less than those allowed by joint -sealant manufacturer for applications indicated. 4. Where contaminants capable of interfering with adhesion have not yet been removed from joint substrates. 1.08 WARRANTY: A. Special Installer's Warranty: Installer agrees to repair or replace joint sealants that do not comply with performance and other requirements specified in this Section within specified warranty period. 1. Warranty Period: Two years from date of Substantial Completion. B. Special Manufacturer's Warranty: Manufacturer agrees to furnish joint sealants to repair or replace those joint sealants that do not comply with performance and other requirements specified in this Section within specified warranty period. 1. Warranty Period: Five years from date of Substantial Completion. C. Special warranties specified in this article exclude deterioration or failure of joint sealants from the following: 1. Movement of the structure caused by stresses on the sealant exceeding sealant manufacturer's written specifications for sealant elongation and compression. 2. Disintegration of joint substrates from causes exceeding design specifications. 3. Mechanical damage caused by individuals, tools, or other outside agents. 4. Changes in sealant appearance caused by accumulation of dirt or other atmospheric contaminants. PART 2- PRODUCTS 2.01 JOINT SEALANTS, GENERAL: A. Compatibility: Provide joint sealants, backings, and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by joint -sealant manufacturer, based on testing and field experience. B. Colors of Exposed Joint Sealants: As selected by Architect from manufacturer's full range. 2.02 NONSTAINING SILICONE JOINT SEALANTS: A. Nonstaining Joint Sealants: No staining of substrates when tested according to ASTM C1248. B. Silicone, Nonstaining, S, NS, 100/50, NT: Nonstaining, single -component, nonsag, +100% and -50% movement capability, nontraffic-use, neutral -curing silicone joint sealant; ASTM C920, Type S, Grade NS, Class 100/50, Use NT. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Dow Corning Corporation. b. May National Associates, Inc.; a subsidiary of Sika Corporation. c. Pecora Corporation. ZCCU-TWD079200.DOCX 07 92 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 92 00 — JOINT SEALANTS: continued d. Sika Corporation; Joint Sealants. e. Tremco Incorporated. 2.03 URETHANE JOINT SEALANTS: A. Urethane, S, NS, 25, NT: Single -component, nonsag, nontraffic-use, +25% and -25% movement capability, urethane joint sealant; ASTM C920, Type S, Grade NS, Class 25, Use NT. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. BASF Corporation -Construction Systems. b. Bostik, Inc. c. Pecora Corporation. d. Sika Corporation; Joint Sealants. e. Tremco Incorporated. 2.04 BUTYL JOINT SEALANTS: A. Butyl -Rubber -Based Joint Sealants: ASTM C1311. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Bostik, Inc. b. Pecora Corporation. 2.05 JOINT -SEALANT BACKING: A. Sealant Backing Material, General: Nonstaining; compatible with joint substrates, sealants, primers, and other joint fillers; and approved for applications indicated by sealant manufacturer based on field experience and laboratory testing. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. BASF Corporation -Construction Systems. b. Construction Foam Products; a division of Nomaco, Inc. B. Cylindrical Sealant Backings: ASTM C1330, Type C (closed -cell material with a surface skin), and of size and density to control sealant depth and otherwise contribute to producing optimum sealant performance. C. Bond -Breaker Tape: Polyethylene tape or other plastic tape recommended by sealant manufacturer for preventing sealant from adhering to rigid, inflexible joint -filler materials or joint surfaces at back of joint. Provide self-adhesive tape where applicable. 2.06 MISCELLANEOUS MATERIALS: A. Primer: Material recommended by joint -sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint -sealant -substrate tests and field tests. B. Cleaners for Nonporous Surfaces: Chemical cleaners acceptable to manufacturers of sealants and sealant backing materials, free of oily residues or other substances capable of staining or harming joint substrates and adjacent nonporous surfaces in any way, and formulated to promote optimum adhesion of sealants to joint substrates. ZCCU-TWD079200.DOCX 079200-3 B&McDNo.:91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 92 00 — JOINT SEALANTS: continued C. Masking Tape: Nonstaining, nonabsorbent material compatible with joint sealants and surfaces adjacent to joints. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine joints indicated to receive joint sealants, with Installer present, for compliance with requirements for joint configuration, installation tolerances, and other conditions affecting performance of the Work. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 PREPARATION: A. Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants to comply with joint -sealant manufacturer's written instructions and the following requirements: 1. Remove all foreign material from joint substrates that could interfere with adhesion of joint sealant, including dust, paints (except for permanent, protective coatings tested and approved for sealant adhesion and compatibility by sealant manufacturer), old joint sealants, oil, grease, waterproofing, water repellents, water, surface dirt, and frost. 2. Clean porous joint substrate surfaces by brushing, grinding, mechanical abrading, or a combination of these methods to produce a clean, sound substrate capable of developing optimum bond with joint sealants. Remove loose particles remaining after cleaning operations above by vacuuming or blowing out joints with oil -free compressed air. Porous joint substrates include the following: a. Concrete. b. Masonry. c. Unglazed surfaces of ceramic tile. d. Stucco finish systems. 3. Remove laitance and form -release agents from concrete. 4. Clean nonporous joint substrate surfaces with chemical cleaners or other means that do not stain, harm substrates, or leave residues capable of interfering with adhesion of joint sealants. Nonporous joint substrates include the following: a. Metal. B. Joint Priming: Prime joint substrates where recommended by joint -sealant manufacturer or as indicated by preconstruction joint -sealant -substrate tests or prior experience. Apply primer to comply with joint -sealant manufacturer's written instructions. Confine primers to areas of joint -sealant bond; do not allow spillage or migration onto adjoining surfaces. C. Masking Tape: Use masking tape where required to prevent contact of sealant or primer with adjoining surfaces that otherwise would be permanently stained or damaged by such contact or by cleaning methods required to remove sealant smears. Remove tape immediately after tooling without disturbing joint seal. 3.03 INSTALLATION OF JOINT SEALANTS: A. General: Comply with joint -sealant manufacturer's written installation instructions for products and applications indicated, unless more stringent requirements apply. B. Sealant Installation Standard: Comply with recommendations in ASTM C1193 for use of joint sealants as applicable to materials, applications, and conditions indicated. ZCCU-TWD079200.DOCX 07 92 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 92 00 — JOINT SEALANTS: continued C. Install sealant backings of kind indicated to support sealants during application and at position required to produce cross-sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability. 1. Do not leave gaps between ends of sealant backings. 2. Do not stretch, twist, puncture, or tear sealant backings. 3. Remove absorbent sealant backings that have become wet before sealant application, and replace them with dry materials. D. Install bond -breaker tape behind sealants where sealant backings are not used between sealants and backs of joints. E. Install sealants using proven techniques that comply with the following and at the same time backings are installed: 1. Place sealants so they directly contact and fully wet joint substrates. 2. Completely fill recesses in each joint configuration. 3. Produce uniform, cross-sectional shapes and depths relative to joint widths that allow optimum sealant movement capability. F. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified in subparagraphs below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint. 1. Remove excess sealant from surfaces adjacent to joints. 2. Use tooling agents that are approved in writing by sealant manufacturer and that do not discolor sealants or adjacent surfaces. 3. Provide concave joint profile per Figure 8A in ASTM C1193 unless otherwise indicated. 3.04 CLEANING: A. Clean off excess sealant or sealant smears adjacent to joints as the Work progresses by methods and with cleaning materials approved in writing by manufacturers of joint sealants and of products in which joints occur. 3.05 PROTECTION: A. Protect joint sealants during and after curing period from contact with contaminating substances and from damage resulting from construction operations or other causes so sealants are without deterioration or damage at time of Substantial Completion. If, despite such protection, damage or deterioration occurs, cut out, remove, and repair damaged or deteriorated joint sealants immediately so installations with repaired areas are indistinguishable from original work. 3.06 JOINT -SEALANT SCHEDULE: A. Joint -Sealant Application: Exterior joints in vertical surfaces and horizontal nontraffic surfaces. 1. Joint Locations: a. Construction joints in cast -in-place concrete. b. Control and expansion joints in unit masonry. c. Joints in stucco finish systems. d. Joints between metal panels. e. Joints between different materials listed above. ZCCU-TWD079200.DOCX 07 92 00 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 92 00 — JOINT SEALANTS: continued f. Perimeter joints between materials listed above and frames of doors, windows, and louvers. g. Other joints as indicated on Drawings. 2. Joint Sealant: Silicone, nonstaining, S, NS, 100/50, NT. 3. Joint -Sealant Color: As selected by Architect from manufacturer's full range of colors. B. Joint -Sealant Application: Interior joints in vertical surfaces and horizontal nontraffic surfaces. 1. Joint Locations: a. Control and expansion joints on exposed interior surfaces of exterior walls. b. Vertical joints on exposed surfaces of partitions. c. Perimeter joints between materials listed above and frames of doors and windows. d. Other joints as indicated on Drawings. 2. Joint Sealant: Urethane, S, NS, 25, NT. 3. Joint -Sealant Color: As selected by Architect from manufacturer's full range of colors. C. Joint -Sealant Application: Concealed mastics. 1. Joint Locations: a. Aluminum thresholds. b. Sill flashing. c. Other joints as indicated on Drawings. 2. Joint Sealant: Butyl -rubber based. 3. Joint -Sealant Color: As selected by Architect from manufacturer's full range of colors. END OF SECTION 07 92 00 ZCCU-TWD079200.DOCX 07 92 00 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SSECTION 07 95 13.16 — EXTERIOR EXPANSION JOINT COVER ASSEMBLIES PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section includes exterior building expansion joint cover assemblies. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International 1. ASTM C 864 - Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks, and Spacers. 2. ASTM D 2000 - Classification System for Rubber Products in Automotive Applications. 1.04 SUBMITTALS: A. Product Data: For each type of product. 1. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for expansion joint cover assemblies. B. Shop Drawings: For each expansion joint cover assembly. 1. Include plans, elevations, sections, details, splices, attachments to other work, and line diagrams showing entire route of each expansion joint. 2. Where expansion joint cover assemblies change planes, provide isometric or clearly detailed drawing depicting how components interconnect. C. Samples for Initial Selection: For each type of exposed finish. 1. Include manufacturer's color charts showing the full range of colors and finishes available for each exposed metal and elastomeric seal material. D. Samples for Verification: For each type of expansion joint cover assembly, full width by 6 inches (150 mm) long in size. E. Expansion Joint Cover Assembly Schedule: Prepared by or under the supervision of the supplier. Include the following information in tabular form: 1. Manufacturer and model number for each expansion joint cover assembly. 2. Expansion joint cover assembly location cross-referenced to Drawings. 3. Nominal, minimum, and maximum joint width. 4. Movement direction. 5. Materials, colors, and finishes. 6. Product options. PART 2- PRODUCTS 2.01 ASSEMBLY DESCRIPTION: A. Furnish units in longest practicable lengths to minimize field splicing. B. Include factory -fabricated closure materials and transition pieces, T -joints, comers, curbs, cross -connections, and other accessories as required to provide continuous expansion joint cover assemblies. ZCCU-TWDC079513.16.DOCX 07 95 13.16 - 1 B&McD No.: 91.942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 95 13.16 — EXTERIOR EXPANSION JOINT COVER ASSEMBLIES: continued 2.02 PERFORMANCE REQUIREMENTS: A. Expansion Joint Design Criteria: 1. Type of Movement: Thermal. a. Nominal Joint Width: As indicated on Drawings. 2.03 EXTERIOR EXPANSION JOINT COVERS: A. Exterior Silicone Pre -Coated, Preformed, Pre -Compressed, Self -Expanding Joint Cover: Assembly consisting of elastomeric silicone membrane coating applied to a monolithic piece of expanding cellular foam. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Balco, Inc. b. Construction Specialties, Inc. c. MM Systems Corporation. d. Nystrom, Inc. e. Watson Bowman Acme Corp. 2. Application: Wall to wall. 3. Installation: Recessed. 4. Seal: Elastomeric silicone membrane coating applied to a monolithic piece of expanding cellular foam. a. Color: As selected by Architect from manufacturer's full range, color to match adjacent building material(s). 2.04 MATERIALS: A. Expanding Cellular Foam: ASTM C 864. B. Silicone Membrane: ASTM D 2000. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine surfaces where expansion joint cover assemblies will be installed for installation tolerances and other conditions affecting performance of the Work. B. Notify Architect where discrepancies occur that will affect proper expansion joint cover assembly installation and performance. C. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 PREPARATION: A. Prepare substrates according to expansion joint cover assembly manufacturer's written instructions. B. Coordinate and furnish anchorages, setting drawings, and instructions for installing expansion joint cover assemblies. Provide fasteners of metal, type, and size to suit type of construction indicated and to provide for secure attachment of expansion joint cover assemblies. 3.03 INSTALLATION: A. Comply with manufacturer's written instructions for storing, handling, and installing expansion joint cover assemblies and materials unless more stringent requirements are indicated. ZCCU-TWDC079513.16.DOCX 07 95 13.16 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 95 13.16 — EXTERIOR EXPANSION JOINT COVER ASSEMBLIES: continued B. Seals: Install silicone pre -coated, preformed, pre -compressed, self -expanding joint covers to comply with manufacturer's written instructions. Install with minimum number of end joints. 1. Provide in continuous lengths for straight sections. 2. Seal transitions with continuous bead of joint sealant as specified in Section 07 92 00 "Joint Sealants" to produce weathertight installation. C. Install with hairline mitered corners where expansion joint cover assemblies change direction or abut other materials. D. Terminate exposed ends of expansion joint cover assemblies as indicated in the manufacturer's written instructions. 3.04 PROTECTION: A. Protect the installation from damage by work of other Sections. END OF SECTION 07 95 13.16 ZCCU-TWDC079513.16.DOCX 07 95 13.16 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 07 95 13.16 — EXTERIOR EXPANSION JOINT COVER ASSEMBLIES: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC079513.16.DOCX 07 95 13.16 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 11 13 — HOLLOW METAL DOORS AND FRAMES PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes: 1. Exterior standard steel doors and frames. 1.03 RELATED REQUIREMENTS: A. Section 08 71 11 - "Door Hardware (Descriptive Specification)" for door hardware for hollow - metal doors. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM A 153/A 153M - Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. 2. ASTM A 653/A 653M - Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc - Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process. 3. ASTM A 879/A 879M - Specification for Steel Sheet, Zinc Coated by the Electrolytic Process for Applications Requiring Designation of the Coating Mass on Each Surface. 4. ASTM A 1008/A 1008M - Specification for Steel, Sheet, Cold -Rolled, Carbon, Structural, High -Strength Low -Alloy, High -Strength Low -Alloy with Improved Formability, Solution Hardened, and Bake Hardenable. 5. ASTM A 1011/A 1011M - Specification for Steel, Sheet and Strip, Hot Rolled, Carbon, Structural, High -Strength Low -Alloy, High -Strength Low -Alloy with Improved Formability, and Ultra -High Strength. 6. ASTM C 143/C 143M - Test Method for Slump of Hydraulic -Cement Concrete. C. Builders Hardware Manufacturers Association (BHMA): 1. BHMA A156.115 - Hardware Preparation in Steel Doors and Steel Frames (ANSI) D. Steel Door Institute (SDI): 1. SDI A250.4 - Test Procedure and Acceptance Criteria for Physical Endurance for Steel Doors, Frames and Frame Anchors (ANSI). 2. SDI A250.6 - Recommended Practice for Hardware Reinforcing on Standard Steel Doors and Frames (ANSI). 3. SDI A250.8 - Specifications for Standard Steel Doors and Frames (ANSI). 4. SDI A250.10 - Test Procedure and Acceptance Criteria for Prime Painted Steel Surfaces for Steel Doors and Frames (ANSI). 5. SDI A250.11 - Recommended Erection Instructions for Steel Frames (ANSI). 1.05 DEFINITIONS: A. Minimum Thickness: Minimum thickness of base metal without coatings according to SDI A250.8. ZCCU-TWDC081113.DOCX 08 11 13 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 11 13 — HOLLOW METAL DOORS AND FRAMES: continued 1.06 COORDINATION: A. Coordinate anchorage installation for hollow -metal frames. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors. Deliver such items to Project Site in time for installation. B. Coordinate requirements for installation of door hardware, electrified door hardware, and access control and security systems. 1.07 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project Site. 1.08 SUBMITTALS: A. Product Data: For each type of product. 1. Include construction details, material descriptions, core descriptions, and finishes. B. Shop Drawings: Include the following: 1. Elevations of each door type. 2. Details of doors, including vertical- and horizontal -edge details and metal thicknesses. 3. Frame details for each frame type, including dimensioned profiles and metal thicknesses. 4. Locations of reinforcement and preparations for hardware. 5. Details of each different wall opening condition. 6. Details of anchorages, joints, field splices, and connections. 7. Details of accessories. C. Product Schedule: For hollow -metal doors and frames, prepared by or under the supervision of supplier, using same reference numbers for details and openings as those on Drawings. Coordinate with final Door Hardware Schedule. 1.09 DELIVERY, STORAGE, AND HANDLING: A. Deliver hollow -metal doors and frames palletized, packaged, or crated to provide protection during transit and Project -Site storage. Do not use nonvented plastic. 1. Provide additional protection to prevent damage to factory -finished units. B. Deliver welded frames with two removable spreader bars across bottom of frames, tack welded to jambs and mullions. C. Store hollow -metal doors and frames vertically under cover at Project Site with head up. Place on minimum 4 -inch (102 -mm) high wood blocking. Provide minimum 1/4 -inch (6 -mm) space between each stacked door to permit air circulation. PART 2 - PRODUCTS 2.01 MANUFACTURERS: A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Ceco Door; ASSA ABLOY. b. Curries Company; ASSA ABLOY. c. Fleming Door Products Ltd.; Assa Abloy Group Company. d. Republic Doors and Frames. e. Steelcraft; an Allegion brand. ZCCU-TWDC081113.DOCX 08 1.1 13 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 11 13 — HOLLOW METAL DOORS AND FRAMES: continued B. Source Limitations: Obtain hollow -metal work from single source from single manufacturer. 2.02 EXTERIOR STANDARD STEEL DOORS AND FRAMES: A. Construct exterior doors and frames to comply with the standards indicated for materials, fabrication, hardware locations, hardware reinforcement, tolerances, and clearances, and as specified. B. Extra -Heavy -Duty Doors and Frames: SDI A250.8, Level 3; SDI A250.4, Level A.. 1. Doors: a. Type: As indicated in the Door and Frame Schedule. b. Thickness: 1-3/4 inches (44.5 mm.) c. Face: Metallic -coated steel sheet, minimum thickness of 0.053 inch (1.3 mm), with minimum A40 A60 (ZF180) coating. d. Edge Construction: Model 2, Seamless. e. Edge Bevel: Provide manufacturer's standard beveled or square edges. f. Top Edge Closures: Close top edges of doors with flush closures of same material as face sheets. Seal joints against water penetration. g. Bottom Edges: Close bottom edges of doors with end closures or channels of same material as face sheets. Provide weep -hole openings in bottoms of exterior doors to permit moisture to escape. h. Core: Manufacturer's standard. 2. Frames: a. Materials: Metallic -coated steel sheet, minimum thickness of 0.053 inch (1.3 mm), with minimum A60 (ZF180) coating. b. Construction: Face welded. 3. Exposed Finish: Prime. 2.03 FRAME ANCHORS: A. Jamb Anchors: 1. Postinstalled Expansion Type for In -Place Concrete or Masonry: Minimum 3/8 -inch (9.5 -mm) diameter bolts with expansion shields or inserts. Provide pipe spacer from frame to wall, with throat reinforcement plate, welded to frame at each anchor location. 2.04 MATERIALS: A. Cold -Rolled Steel Sheet: ASTM A1008/A1008M, Commercial Steel (CS), Type B; suitable for exposed applications. B. Hot -Rolled Steel Sheet: ASTM A1011/A1011M, Commercial Steel (CS), Type B; free of scale, pitting, or surface defects; pickled and oiled. C. Metallic -Coated Steel Sheet: ASTM A653/A653M, Commercial Steel (CS), Type B. D. Frame Anchors: ASTM A879/A879M, Commercial Steel (CS), 04Z (12G) coating designation; mill phosphatized. 1. For anchors built into exterior walls, steel sheet complying with ASTM A1008/A1008M or ASTM A1011/A1011M, hot -dip galvanized according to ASTM Al 53/A153M, Class B. E. Inserts, Bolts, and Fasteners: Hot -dip galvanized according to ASTM A153/A153M. ZCCU-TWDC081113.DOCX 08 11 13 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 11 13 — HOLLOW METAL DOORS AND FRAMES: continued F. Power -Actuated Fasteners in Concrete: Fastener system of type suitable for application indicated, fabricated from corrosion -resistant materials, with clips or other accessory devices for attaching hollow -metal frames of type indicated. G. Grout: ASTM C476, except with a maximum slump of 4 inches (102 mm), as measured according to ASTM C143/C143M. H. Bituminous Coating: Cold -applied asphalt mastic, compounded for 15 -mil (0.4 -mm) dry film thickness per coat. Provide inert -type noncorrosive compound free of asbestos fibers, sulfur components, and other deleterious impurities. 2.05 FABRICATION: A. Fabricate hollow -metal work to be rigid and free of defects, warp, or buckle. Accurately form metal to required sizes and profiles, with minimum radius for metal thickness. Where practical, fit and assemble units in manufacturer's plant. To ensure proper assembly at Project Site, clearly identify work that cannot be permanently factory assembled before shipment. B. Hollow -Metal Doors: 1. Steel -Stiffened Door Cores: Provide minimum thickness 0.026 inch (0.66 mm), steel vertical stiffeners of same material as face sheets extending full -door height, with vertical webs spaced not more than 6 inches (152 mm) apart. Spot weld to face sheets no more than 5 inches (127 mm) o.c. Fill spaces between stiffeners with glass- or mineral -fiber insulation. C. Hollow -Metal Frames: Fabricate in one piece except where handling and shipping limitations require multiple sections. Where frames are fabricated in sections, provide alignment plates or angles at each joint, fabricated of same or greater thickness metal as frames. 1. Provide countersunk, flat- or oval -head exposed screws and bolts for exposed fasteners unless otherwise indicated. 2. Grout Guards: Weld guards to frame at back of hardware mortises in frames to be grouted. 3. Jamb Anchors: Provide number and spacing of anchors as follows: a. Postinstalled Expansion Type: Locate anchors not more than 6 inches (152 mm) from top and bottom of frame. Space anchors not more than 26 inches (660 mm) o.c. 4. Door Silencers: Except on weather-stripped frames, drill stops to receive door silencers as follows. Keep holes clear during construction. a. Single -Door Frames: Drill stop in strike jamb to receive three door silencers. D. Fabricate concealed stiffeners and edge channels from either cold- or hot -rolled steel sheet. E. Hardware Preparation: Factory prepare hollow -metal work to receive templated mortised hardware; include cutouts, reinforcement, mortising, drilling, and tapping according to SDI A250.6, the Door Hardware Schedule, and templates. 1. Reinforce doors and frames to receive nontemplated, mortised, and surface -mounted door hardware. 2. Comply with applicable requirements in SDI A250.6 and BHMA A156.115 for preparation of hollow -metal work for hardware. 2.06 STEEL FINISHES: A. Prime Finish: Clean, pretreat, and apply manufacturer's standard primer. ZCCU-TWDC081113.DOCX 08 1.1 13 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 11 13 — HOLLOW METAL DOORS AND FRAMES: continued 1. Shop Primer: Manufacturer's standard, fast -curing, lead- and chromate -free primer complying with SDI A250.10; recommended by primer manufacturer for substrate; compatible with substrate and field -applied coatings despite prolonged exposure. 2.07 ACCESSORIES: A. Grout Guards: Formed from same material as frames, not less than 0.016 inch (0.4 mm) thick. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine substrates, areas, and conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. B. Examine roughing -in for embedded and built-in anchors to verify actual locations before frame installation. C. Prepare written report, endorsed by Installer, listing conditions detrimental to performance of the Work. D. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 PREPARATION: A. Remove welded -in shipping spreaders installed at factory. Restore exposed finish by grinding, filling, and dressing, as required to make repaired area smooth, flush, and invisible on exposed faces. B. Drill and tap doors and frames to receive nontemplated, mortised, and surface -mounted door hardware. 3.03 INSTALLATION: A. General: Install hollow -metal doors and frames plumb, rigid, properly aligned, and securely fastened in place. Comply with Drawings and manufacturer's written instructions. B. Hollow -Metal Frames: Comply with SDI A250.11. 1. Set frames accurately in position; plumbed, aligned, and braced securely until permanent anchors are set. After wall construction is complete, remove temporary braces, leaving surfaces smooth and undamaged. a. Install door silencers in frames before grouting. b. Remove temporary braces necessary for installation only after frames have been properly set and secured. c. Check plumb, square, and twist of frames as walls are constructed. Shim as necessary to comply with installation tolerances. d. Field apply bituminous coating to backs of frames that will be filled with grout containing antifreezing agents. 2. In -Place Concrete or Masonry Construction: Secure frames in place with postinstalled expansion anchors. Countersink anchors, and fill and make smooth, flush, and invisible on exposed faces. 3. Installation Tolerances: Adjust hollow -metal door frames for squareness, alignment, twist, and plumb to the following tolerances: ZCCU-TWDC081113.DOCX 08 11 13 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 11 13 — HOLLOW METAL DOORS AND FRAMES: continued a. Squareness: ±1/16 inch (1.6 mm), measured at door rabbet on a line 90 degrees from jamb perpendicular to frame head. b. Alignment: ±1/16 inch (1.6 mm), measured at jambs on a horizontal line parallel to plane of wall. c. Twist: ±1/16 inch (1.6 mm), measured at opposite face corners of jambs on parallel lines, and perpendicular to plane of wall. d. Plumbness: ±1/16 inch (1.6 mm), measured at jambs at floor. C. Hollow -Metal Doors: Fit hollow -metal doors accurately in frames, within clearances specified below. 1. Non -Fire -Rated Steel Doors: Comply with SDI A250.8. 3.04 ADJUSTING AND CLEANING: A. Final Adjustments: Check and readjust operating hardware items immediately before final inspection. Leave Work in complete and proper operating condition. Remove and replace defective work, including hollow -metal work that is warped, bowed, or otherwise unacceptable. B. Remove grout and other bonding material from hollow -metal work immediately after installation. C. Prime -Coat Touchup: Immediately after erection, sand smooth rusted or damaged areas of prime coat and apply touchup of compatible air -drying, rust -inhibitive primer. D. Metallic -Coated Surface Touchup: Clean abraded areas and repair with galvanizing repair paint according to manufacturer's written instructions. END OF SECTION 08 11 13 ZCCU-TWDC081113.DOCX 08 11 13 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Exterior storefront framing. 2. Exterior manual -swing entrance doors. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American Architectural Manufacturers Association (AAMA): 1. AAMA 501.6 - Recommended Dynamic Test Method for Determining the Seismic Drift Causing Glass Fallout for a Wall System. 2. AAMA 611 - Voluntary Standards for Anodized Architectural Aluminum. C. American Society of Civil Engineers/Structural Engineering Institute: 1. ASCE/SEI 7 - Minimum Design Loads for Buildings and Other Structures. D. ASTM International: 1. ASTM A 36/A 36M - Specification for Carbon Structural Steel. 2. ASTM A 1008/A 1008M - Specification for Steel, Sheet, Cold -Rolled, Carbon, Structural, High -Strength Low -Alloy, High -Strength Low -Alloy with Improved Formability, Solution Hardened, and Bake Hardenable. 3. ASTM A 1011/A 1011M - Specification for Steel, Sheet and Strip, Hot -Rolled, Carbon, Structural, High -Strength Low -Alloy, High -Strength Low -Alloy with Improved Formability, and Ultra -High Strength. 4. ASTM B 209 - Specification for Aluminum and Aluminum -Alloy Sheet and Plate. 5. ASTM B 209M - Specification for Aluminum and Aluminum -Alloy Sheet and Plate [Metric]. 6. ASTM B 221 - Specification for Aluminum and Aluminum -Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes. 7. ASTM B 221M - Specification for Aluminum and Aluminum -Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes [Metric]. 8. ASTM B 308/B 308M - Specification for Aluminum -Alloy 6061-T6 Standard Structural Profiles. 9. ASTM B 429/B 429M - Specification for Aluminum -Alloy Extruded Structural Pipe and Tube. 10. ASTM D 2244 - Practice for Calculation of Color Tolerances and Color Differences from Instrumentally Measured Color Coordinates. 11. ASTM D 4214 - Test Methods for Evaluating the Degree of Chalking of Exterior Paint Films. 12. ASTM E 283 - Test Method for Determining the Rate of Air Leakage through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences across the Specimen. ZCCU-TWDC084113.DOCX 08 41 13 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued 13. ASTM E 330/E 330M - Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference. 14. ASTM E 331 - Test Method for Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference. E. National Fenestration Rating Council: 1. NFRC 100 - Procedure for Determining Fenestration Product U -Factors. 2. NFRC 500 - Procedure for Determining Fenestration Product Condensation Resistance Values. F. SSPC: The Society for Protective Coatings: 1. SSPC-PS Guide No. 12.00 - Guide to Zinc -Rich Coating Systems. 2. SSPC-SP COM - Surface Preparation Commentary for Steel and Concrete Substrates. 1.04 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project site. 1.05 SUBMITTALS: A. Product Data: For each type of product. 1. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes. B. Shop Drawings: For aluminum -framed entrances and storefronts. Include plans, elevations, sections, full-size details, and attachments to other work. 1. Include details of provisions for assembly expansion and contraction and for draining moisture occurring within the assembly to the exterior. 2. Include full-size isometric details of each vertical -to -horizontal intersection of aluminum - framed entrances and storefronts, showing the following: a. Joinery, including concealed welds. b. Anchorage. c. Expansion provisions. d. Glazing. e. Flashing and drainage. 3. Show connection to and continuity with adjacent thermal, weather, air, and vapor barriers. C. Samples for Verification: For each type of exposed finish required, in manufacturer's standard sizes. D. Entrance Door Hardware Schedule: Prepared by or under supervision of supplier, detailing fabrication and assembly of entrance door hardware, as well as procedures and diagrams. Coordinate final entrance door hardware schedule with doors, frames, and related work to ensure proper size, thickness, hand, function, and finish of entrance door hardware. E. Delegated -Design Submittal: For aluminum -framed entrances and storefronts indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation. F. Energy Performance Certificates: For aluminum -framed entrances and storefronts, accessories, and components, from manufacturer. 1. Basis for Certification: NFRC-certified energy performance values for each aluminum - framed entrance and storefront. ZCCU-TWDC084113.DOCX 08 41 13 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued G. Product Test Reports: For aluminum -framed entrances and storefronts, for tests performed by manufacturer and witnessed by a qualified testing agency. H. Source quality -control reports. I. Sample Warranties: For special warranties. J. Maintenance Data: For aluminum -framed entrances and storefronts to include in maintenance manuals. 1.06 QUALITY ASSURANCE: A. Installer Qualifications: An entity that employs installers and supervisors who are trained and approved by manufacturer. B. Product Options: Information on Drawings and in Specifications establishes requirements for aesthetic effects and performance characteristics of assemblies. Aesthetic effects are indicated by dimensions, arrangements, alignment, and profiles of components and assemblies as they relate to sightlines, to one another, and to adjoining construction. 1. Do not change intended aesthetic effects, as judged solely by Architect, except with Architect's approval. If changes are proposed, submit comprehensive explanatory data to Architect for review. 1.07 WARRANTY: A. Special Warranty: Manufacturer agrees to repair or replace components of aluminum -framed entrances and storefronts that do not comply with requirements or that fail in materials or workmanship within specified warranty period. 1. Failures include, but are not limited to, the following: a. Structural failures including, but not limited to, excessive deflection. b. Noise or vibration created by wind and thermal and structural movements. c. Deterioration of metals, metal finishes, and other materials beyond normal weathering. d. Water penetration through fixed glazing and framing areas. e. Failure of operating components. 2. Warranty Period: 10 years from date of Substantial Completion. B. Special Finish Warranty: Standard form in which manufacturer agrees to repair finishes or replace aluminum that shows evidence of deterioration of factory -applied finishes within specified warranty period. 1. Deterioration includes, but is not limited to, the following: a. Color fading more than 5 Hunter units when tested according to ASTM D 2244. b. Chalking in excess of a No. 8 rating when tested according to ASTM D 4214. c. Cracking, checking, peeling, or failure of paint to adhere to bare metal. 2. Warranty Period: 20 years from date of Substantial Completion. PART 2 - PRODUCTS 2.01 PERFORMANCE REQUIREMENTS: A. Delegated Design: Engage a qualified professional engineer to design aluminum -framed entrances and storefronts. B. General Performance: Comply with performance requirements specified, as determined by testing of aluminum -framed entrances and storefronts representing those indicated for this ZCCU-TWDC084113.DOCX 08 41 13 - 3 B&McD No.: 91.942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued Project without failure due to defective manufacture, fabrication, installation, or other defects in construction. 1. Aluminum -framed entrances and storefronts shall withstand movements of supporting structure including, but not limited to, story drift, twist, column shortening, long-term creep, and deflection from uniformly distributed and concentrated live loads. 2. Failure also includes the following: a. Thermal stresses transferring to building structure. b. Glass breakage. c. Noise or vibration created by wind and thermal and structural movements. d. Loosening or weakening of fasteners, attachments, and other components. e. Failure of operating units. C. Structural Loads: I. Wind Loads: As indicated on Drawings. 2. Other Design Loads: As indicated on Drawings. D. Deflection of Framing Members: At design wind pressure, as follows: 1. Deflection Normal to Wall Plane: Limited to edge of glass in a direction perpendicular to glass plane not exceeding 1/175 of the glass edge length for each individual glazing lite or an amount that restricts edge deflection of individual glazing lites to 3/4 inch (19.1 mm), whichever is less. 2. Deflection Parallel to Glazing Plane: Limited to 1/360 of clear span or 1/8 inch (3.2 mm), whichever is smaller. E. Structural: Test according to ASTM E 330/E 330M as follows: 1. When tested at positive and negative wind -load design pressures, assemblies do not evidence deflection exceeding specified limits. 2. When tested at 150 percent of positive and negative wind -load design pressures, assemblies, including anchorage, do not evidence material failures, structural distress, or permanent deformation of main framing members exceeding 0.2 percent of span. 3. Test Durations: As required by design wind velocity, but not less than 10 seconds. F. Air Infiltration: Test according to ASTM E 283 for infiltration as follows: 1. Fixed Framing and Glass Area: a. Maximum air leakage of 0.06 cfm/sq. ft. (0.30 L/s per sq. m) at a static -air -pressure differential of 6.24 lbf/sq. ft. (300 Pa). 2. Entrance Doors: a. Single Doors: Maximum air leakage of 0.5 cfm/sq. ft. (2.54 L/s per sq. m) at a static -air -pressure differential of 1.57 Ibf/sq. ft. (75 Pa). G. Water Penetration under Static Pressure: Test according to ASTM E 331 as follows: 1. No evidence of water penetration through fixed glazing and framing areas when tested according to a minimum static -air -pressure differential of 20 percent of positive wind - load design pressure, but not less than 10 lbf/sq. ft. (480 Pa) 15 Ibf/sq. ft. (720 Pa). H. Seismic Performance: Aluminum -framed entrances and storefronts shall withstand the effects of earthquake motions determined according to ASCE/SEI 7. 1. Seismic Drift Causing Glass Fallout: Complying with criteria for passing based on building occupancy type when tested according to AAMA 501.6 at design displacement and 1.5 times the design displacement. I. Energy Performance: Certify and label energy performance according to NFRC as follows: ZCCU-TWDC084113.DOCX 08 41 13 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued 1. Thermal Transmittance (U -factor): Fixed glazing and framing areas shall have U -factor of not more than 0.36 Btu/sq. ft. x h x deg F (2.04 W/sq. m x K) as determined according to NFRC 100. 2. Condensation Resistance: Fixed glazing and framing areas shall have an NFRC-certified condensation resistance rating of no less than 66 as determined according to NFRC 500. J. Thermal Movements: Allow for thermal movements resulting from ambient and surface temperature changes: 1. Temperature Change: 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces. 2. Thermal Cycling: No buckling; stress on glass; sealant failure; excess stress on framing, anchors, and fasteners; or reduction of performance when tested according to AAMA 501.5. a. High Exterior Ambient -Air Temperature: That which produces an exterior metal - surface temperature of 180 deg F (82 deg C). b. Low Exterior Ambient -Air Temperature: 0 deg F (minus 18 deg C). c. Interior Ambient -Air Temperature: 75 deg F (24 deg C). 2.02 MANUFACTURERS: A. Basis -of -Design Product: Subject to compliance with requirements, provide YKK AP America Inc.; YES 45 XT or comparable product by one of the following: 1. Arcadia, Inc. 2. Kawneer North America. 3. Oldcastle BuildingEnvelope. 4. United States Aluminum. B. Source Limitations: Obtain all components of aluminum -framed entrance and storefront system, including framing and accessories, from single manufacturer. 2.03 FRAMING: A. Framing Members: Manufacturer's extruded- or formed -aluminum framing members of thickness required and reinforced as required to support imposed loads. 1. Construction: Thermally broken. 2. Glazing System: Retained mechanically with gaskets on four sides. 3. Glazing Plane: Center. 4. Finish: Clear anodic finish. 5. Fabrication Method: Field -fabricated stick system. B. Backer Plates: Manufacturer's standard, continuous backer plates for framing members, if not integral, where framing abuts adjacent construction. C. Brackets and Reinforcements: Manufacturer's standard high-strength aluminum with nonstaining, nonferrous shims for aligning system components. D. Materials: 1. Aluminum: Alloy and temper recommended by manufacturer for type of use and finish indicated. a. Sheet and Plate: ASTM B 209 (ASTM B 209M). b. Extruded Bars, Rods, Profiles, and Tubes: ASTM B 221 (ASTM B 221M). c. Extruded Structural Pipe and Tubes: ASTM B 429/B 429M. d. Structural Profiles: ASTM B 308/B 308M. ZCCU-TWDC084113.DOCX 08 41 13 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued 2. Steel Reinforcement: Manufacturer's standard zinc -rich, corrosion -resistant primer complying with SSPC-PS Guide No. 12.00; applied immediately after surface preparation and pretreatment. Select surface preparation methods according to recommendations in SSPC-SP COM, and prepare surfaces according to applicable SSPC standard. a. Structural Shapes, Plates, and Bars: ASTM A 36/A 36M. b. Cold -Rolled Sheet and Strip: ASTM A 1008/A 1008M. c. Hot -Rolled Sheet and Strip: ASTM A 1011/A 1011M. 2.04 ENTRANCE DOOR SYSTEMS: A. Entrance Doors: Manufacturer's standard glazed entrance doors for manual -swing operation. 1. Basis -of -Design Product: Subject to compliance with requirements, provide YKK AP America Inc.; 50XT or comparable product by one of the following: a. Arcadia, Inc. b. Kawneer North America. c. Oldcastle BuildingEnvelope. d. United States Aluminum. 2. Door Construction: 2- to 2 -1/4 -inch (50.8- to 57.2 -mm) overall thickness, with minimum 0.125 -inch- (3.2 -mm-) thick, extruded -aluminum tubular rail and stile members. Mechanically fasten corners with reinforcing brackets that are deeply penetrated and fillet welded or that incorporate concealed tie rods. a. Thermal Construction: High-performance plastic connectors separate aluminum members exposed to the exterior from members exposed to the interior. 3. Door Design: Wide stile; 5 -inch (127 -mm) nominal width. 4. Glazing Stops and Gaskets: Square, snap -on, extruded -aluminum stops and preformed gaskets. a. Provide nonremovable glazing stops on outside of door. 2.05 ENTRANCE DOOR HARDWARE: A. Entrance Door Hardware: Hardware not specified in this Section is specified in Section 08 71 11 "Door Hardware (Descriptive Specification)." 2.06 GLAZING: A. Glazing: Comply with Section 08 80 00 "Glazing." B. Glazing Gaskets: Manufacturer's standard sealed -corner pressure -glazing system of black, resilient elastomeric glazing gaskets, setting blocks, and shims or spacers. 2.07 ACCESSORIES: A. Fasteners and Accessories: Manufacturer's standard corrosion -resistant, nonstaining, nonbleeding fasteners and accessories compatible with adjacent materials. 1. Use self-locking devices where fasteners are subject to loosening or turning out from thermal and structural movements, wind loads, or vibration. 2. Reinforce members as required to receive fastener threads. 3. Use exposed fasteners with countersunk Phillips screw heads, finished to match framing system. ZCCU-TWDC084113.DOCX 08 41 13 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued B. Anchors: Three-way adjustable anchors with minimum adjustment of 1 inch (25.4 mm) that accommodate fabrication and installation tolerances in material and finish compatible with adjoining materials and recommended by manufacturer. C. Concealed Flashing: Manufacturer's standard corrosion -resistant, nonstaining, nonbleeding flashing compatible with adjacent materials. D. Bituminous Paint: Cold -applied asphalt -mastic paint complying with SSPC-Paint 12 requirements except containing no asbestos, formulated for 30 -mil (0.762 -mm) thickness per coat. 2.08 FABRICATION: A. Form or extrude aluminum shapes before finishing. B. Fabricate components that, when assembled, have the following characteristics: 1. Profiles that are sharp, straight, and free of defects or deformations. 2. Accurately fitted joints with ends coped or mitered. 3. Physical and thermal isolation of glazing from framing members. 4. Accommodations for thermal and mechanical movements of glazing and framing to maintain required glazing edge clearances. 5. Provisions for field replacement of glazing from exterior. 6. Fasteners, anchors, and connection devices that are concealed from view to greatest extent possible. C. Mechanically Glazed Framing Members: Fabricate for flush glazing without projecting stops. D. Storefront Framing: Fabricate components for assembly using shear -block system, screw - spline system, or head -and -sill -receptor system with shear blocks at intermediate horizontal members Insert system. E. Entrance Door Frames: Reinforce as required to support loads imposed by door operation and for installing entrance door hardware. 1. At exterior doors, provide compression weather stripping at fixed stops. F. Entrance Doors: Reinforce doors as required for installing entrance door hardware. 1. At pairs of exterior doors, provide sliding-type weather stripping retained in adjustable strip and mortised into door edge. 2. At exterior doors, provide weather sweeps applied to door bottoms. G. Entrance Door Hardware Installation: Factory install entrance door hardware to the greatest extent possible. Cut, drill, and tap for factory -installed entrance door hardware before applying finishes. H. After fabrication, clearly mark components to identify their locations in Project according to Shop Drawings. 2.09 ALUMINUM FINISHES: A. Clear Anodic Finish: AAMA 611, AA-M12C22A31, Class II, 0.010 mm or thicker. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine areas, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. B. Proceed with installation only after unsatisfactory conditions have been corrected. ZCCU-TWDC084113.DOCX 08 41 13 - 7 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA - Data Center 11/04/2016 SECTION 08 41 1.3 - ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued 3.02 PREPARATION: A. Prepare surfaces that are in contact with structural sealant according to sealant manufacturer's written instructions to ensure compatibility and adhesion. Preparation includes, but is not limited to, cleaning and priming surfaces. 3.03 INSTALLATION: A. General: 1. Comply with manufacturer's written instructions. 2. Do not install damaged components. 3. Fit joints to produce hairline joints free of burrs and distortion. 4. Rigidly secure nonmovement joints. 5. Install anchors with separators and isolators to prevent metal corrosion and electrolytic deterioration and to prevent impeding movement of moving joints. 6. Seal perimeter and other joints watertight unless otherwise indicated. B. Metal Protection: 1. Where aluminum is in contact with dissimilar metals, protect against galvanic action by painting contact surfaces with materials recommended by manufacturer for this purpose or by installing nonconductive spacers. 2. Where aluminum is in contact with concrete or masonry, protect against corrosion by painting contact surfaces with bituminous paint. C. Set continuous sill members and flashing in full sealant bed as specified in Section 07 92 00 "Joint Sealants" to produce weathertight installation. D. Install components plumb and true in alignment with established lines and grades. E. Install glazing as specified in Section 08 80 00 "Glazing." F. Entrance Doors: Install doors to produce smooth operation and tight fit at contact points. 1. Exterior Doors: Install to produce weathertight enclosure and tight fit at weather stripping. 2. Field -Installed Entrance Door Hardware: Install surface -mounted entrance door hardware according to entrance door hardware manufacturers' written instructions using concealed fasteners to greatest extent possible. 3.04 ERECTION TOLERANCES: A. Erection Tolerances: Install aluminum -framed entrances and storefronts to comply with the following maximum tolerances: 1. Plumb: 1/8 inch in 10 feet (3.2 mm in 3 m); 1/4 inch in 40 feet (6.35 mm in 12.2 m). 2. Level: 1/8 inch in 20 feet (3.2 mm in 6 m); 1/4 inch in 40 feet (6.35 mm in 12.2 m). 3. Alignment: a. Where surfaces abut in line or are separated by reveal or protruding element up to 1/2 inch (12.7 mm) wide, limit offset from true alignment to 1/16 inch (1.6 mm). b. Where surfaces are separated by reveal or protruding element from 1/2 to 1 inch (12.7 to 25.4 mm) wide, limit offset from true alignment to 1/8 inch (3.2 mm). c. Where surfaces are separated by reveal or protruding element of 1 inch (25.4 mm) wide or more, limit offset from true alignment to 1/4 inch (6 mm). 4. Location: Limit variation from plane to 1/8 inch in 12 feet (3.2 mm in 3.6 m); 1/2 inch (12.7 mm) over total length. ZCCU-TWDC0841.13.DOCX 08 41 13 - 8 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued 3.05 MAINTENANCE SERVICE: A. Entrance Door Hardware: 1. Maintenance Tools and Instructions: Furnish a complete set of specialized tools and maintenance instructions as needed for Owner's continued adjustment, maintenance, and removal and replacement of entrance door hardware. END OF SECTION 08 41 13 ZCCU-TWDC084113.DOCX 08 41 13 - 9 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 41 13 — ALUMINUM -FRAMED ENTRANCES AND STOREFRONTS: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC084113.DOCX 08 41 13 - 10 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA - Data Center 11/04/2016 SECTION 08 71 11 - DOOR HARDWARE (DESCRIPTIVE SPECIFICATION) PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Mechanical door hardware for the following: a. Swinging doors. 2. Cylinders for door hardware specified in other Sections. 3. Electrified door hardware. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American National Standards Institute/Steel Door Institute: 1. ANSUSDI A250.6 - Recommended Practice for Hardware Reinforcing on Standard Steel Doors and Frames. 2. ANSUSDI A250.8 - Recommended Specifications for Standard Steel Doors and Frames. C. Builders Hardware Manufacturers Association: 1. ANSI/BHMA A156.1 - Butts and Hinges. 2. ANSI/BHMA A156.3 - Exit Devices. 3. ANSI/BHMA A156.4 - Door Controls - Closers. 4. ANSI/BHMA A156.16 - Auxiliary Hardware. 5. ANSI/BHMA A156.18 - Materials and Finishes. 6. ANSI/BHMA A156.21.- Thresholds. 7. ANSUBHMA A156.28 - Recommended Practices for Mechanical Keying Systems. 8. ANSI/BHMA A156.30 - High Security Cylinders. D. International Code Council: 1. ICC/ANSI A117.1 - Accessible and Usable Buildings and Facilities. E. NFPA: 1. NFPA 70 - National Electrical Code. F. U.S. Department of Justice: 1. ADA Standards for Accessible Design. 1.04 COORDINATION: A. Installation Templates: Distribute for doors, frames, and other work specified to be factory prepared. Check Shop Drawings of other work to confirm that adequate provisions are made for locating and installing door hardware to comply with indicated requirements. B. Security: Coordinate installation of door hardware, keying, and access control with Owner's security consultant. C. Electrical System Roughing -In: Coordinate layout and installation of electrified door hardware with connections to power supplies and building safety and security systems. ZCCU-TWDC087111.DOCX 08 71 11 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued 1.05 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project site. 1. Conference participants shall include Installer's Architectural Hardware Consultant and Owner's security consultant. B. Keying Conference: Conduct conference at Project site. 1. Conference participants shall include Installer's Architectural Hardware Consultant and Owner's security consultant. 2. Incorporate conference decisions into keying schedule after reviewing door hardware keying system including, but not limited to, the following: a. Flow of traffic and degree of security required. b. Preliminary key system schematic diagram. c. Requirements for access control. d. Address for delivery of keys. 1.06 SUBMITTALS: A. Product Data: For each type of product. 1. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes. B. Shop Drawings: For electrified door hardware. 1. Include diagrams for power, signal, and control wiring. 2. Include details of interface of electrified door hardware and building safety and security systems. C. Door Hardware Schedule: Prepared by or under the supervision of Installer's Architectural Hardware Consultant. Coordinate door hardware schedule with doors, frames, and related work to ensure proper size, thickness, hand, function, and finish of door hardware. 1. Submittal Sequence: Submit door hardware schedule concurrent with submissions of Product Data, Samples, and Shop Drawings. Coordinate submission of door hardware schedule with scheduling requirements of other work to facilitate the fabrication of other work that is critical in Project construction schedule. 2. Format: Use same scheduling sequence and format and use same door numbers as in door hardware schedule in the Contract Documents. 3. Content: Include the following information: a. Identification number, location, hand, fire rating, size, and material of each door and frame. b. Locations of each door hardware set, cross-referenced to Drawings on floor plans and to door and frame schedule. c. Complete designations, including name and manufacturer, type, style, function, size, quantity, function, and finish of each door hardware product. d. Description of electrified door hardware sequences of operation and interfaces with other building control systems. e. Fastenings and other installation information. f. Explanation of abbreviations, symbols, and designations contained in door hardware schedule. g. Mounting locations for door hardware. h. List of related door devices specified in other Sections for each door and frame. ZCCU-TWDC087111.DOCX 08 71 11 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued D. Keying Schedule: Prepared by or under the supervision of Installer's Architectural Hardware Consultant, detailing Owner's final keying instructions for locks. Include schematic keying diagram and index each key set to unique door designations that are coordinated with the Contract Documents. E. Product Certificates: For each type of electrified door hardware. F. Product Test Reports: For compliance with accessibility requirements, for tests performed by manufacturer and witnessed by a qualified testing agency, for door hardware on doors located in accessible routes. G. Sample Warranty: For special warranty. H. Maintenance Data: For each type of door hardware to include in maintenance manuals. I. Schedules: Final door hardware andkeyingschedule. 1.07 QUALITY ASSURANCE: A. Installer Qualifications: Supplier of products and an employer of workers trained and approved by product manufacturers and of an Architectural Hardware Consultant who is available during the course of the Work to consult Contractor, Architect, and Owner about door hardware and keying. 1. Warehousing Facilities: In Project's vicinity. 2. Scheduling Responsibility: Preparation of door hardware and keying schedule. 3. Engineering Responsibility: Preparation of data for electrified door hardware, including Shop Drawings, based on testing and engineering analysis of manufacturer's standard units in assemblies similar to those indicated for this Project. B. Architectural Hardware Consultant Qualifications: A person who is experienced in providing consulting services for door hardware installations that are comparable in material, design, and extent to that indicated for this Project and who is currently certified by DHI as an Architectural Hardware Consultant (AHC) and an Electrified Hardware Consultant (EHC). 1.08 DELIVERY, STORAGE, AND HANDLING: A. Inventory door hardware on receipt and provide secure lock-up for door hardware delivered to Project site. B. Tag each item or package separately with identification coordinated with the final door hardware schedule, and include installation instructions, templates, and necessary fasteners with each item or package. C. Deliver keys and permanent cores to Owner by registered mail or overnight package service. 1.09 WARRANTY: A. Special Warranty: Manufacturer agrees to repair or replace components of door hardware that fail in materials or workmanship within specified warranty period. 1. Failures include, but are not limited to, the following: a. Structural failures including excessive deflection, cracking, or breakage. b. Faulty operation of doors and door hardware. c. Deterioration of metals, metal finishes, and other materials beyond normal weathering and use. 2. Warranty Period: Three years from date of Substantial Completion unless otherwise indicated below: a. Exit Devices: Two years from date of Substantial Completion. ZCCU-TWDC087111.DOCX 08 71 11 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued b. Manual Closers: 10 years from date of Substantial Completion. PART 2 - PRODUCTS 2.01 MANUFACTURERS: A. Source Limitations: Obtain each type of door hardware from single manufacturer. 1. Provide electrified door hardware from same manufacturer as mechanical door hardware unless otherwise indicated. Manufacturers that perform electrical modifications and that are listed by a testing and inspecting agency acceptable to authorities having jurisdiction are acceptable. 2.02 PERFORMANCE REQUIREMENTS: A. Electrified Door Hardware: Listed and labeled as defined in NFPA 70, by a qualified testing agency, and marked for intended location and application. B. Means of Egress Doors: Latches do not require more than 15 lbf (67 N) to release the latch. Locks do not require use of a key, tool, or special knowledge for operation. C. Accessibility Requirements: For door hardware on doors in an accessible route, comply with the DOJ's "2010 ADA Standards for Accessible Design" and ICC A117.1. 1. Provide operating devices that do not require tight grasping, pinching, or twisting of the wrist and that operate with a force of not more than 5 lbf (22.2 N). 2. Bevel raised thresholds with a slope of not more than 1:2. Provide thresholds not more than 1/2 inch (13 mm) high. 3. Adjust door closer sweep periods so that, from an open position of 90 degrees, the door will take at least 5 seconds to move to a position of 12 degrees from the latch. 2.03 SCHEDULED DOOR HARDWARE: A. Provide products for each door that comply with requirements indicated in Part 2 and door hardware schedule. 1. Door hardware is scheduled in Part 3. 2.04 HINGES: A. Hinges: BHMA A156.1. Provide template -produced hinges for hinges installed on hollow - metal doors and hollow -metal frames. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Bommer Industries, Inc. (BI). b. Cal -Royal Products, Inc. (CA). c. Don -Jo Mfg., Inc. (DJ). d. Hager Companies (HA). e. Ives (IV). f. McKinney Products Company (MC). g. PBB, Inc. (PB). h. Stanley Security Solutions (ST). B. Antifriction-Bearing Hinges: 1. Mounting: Full mortise (butts). 2. Bearing Material: Manufacturer's standard antifriction bearing. ZCCU-TWDC087111.DOCX 08 71 11 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued 3. Grade 1 (heavy weight). 4. Base and Pin Metal: a. Exterior Hinges: Stainless steel with stainless-steel pin. 5. Pins: Nonremovable. 6. Tips: Flat button. 7. Corners: Square. 2.05 CENTER -HUNG AND OFFSET PIVOTS: A. Center -Hung and Offset Pivots: BHMA A156.4. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Architectural Builders Hardware Mfg., Inc. (AB). b. Ives (IV). c. Rixson Specialty Door Controls (RX). B. Offset Pivot Sets: Grade 1. 1. Offset: 3/4 inch (19 mm). 2. Top Pivot: Full -mortise mounting; walking -beam type with retractable pin and oil - impregnated bronze bearing. a. Knuckle: Standard. 3. Bottom Pivot: Mortised into jamb, and mortised into door; with thrust ball or needle bearing. 4. Base Metal: Brass or bronze. C. Offset Intermediate Pivots: Grade 1; for use with offset pivot sets; with oil -impregnated bronze bearings. 1. Mounting: Full mortise, 3/4 -inch (19 -mm) offset. 2. Knuckle: Standard. 3. Electric Feature: Concealed power transfer for use with electrical panic devices and locks. 4. Base Metal: Brass or bronze. 2.06 EXIT DEVICES AND AUXILIARY ITEMS: A. Exit Devices and Auxiliary Items: BHMA A156.3. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Detex Corporation (DX). b. Dorma Americas (DO). c. Hager Companies (HA). d. Precision Hardware, Inc. (PH). e. Sargent Manufacturing Company (SA). f. Von Duprin (VD). B. Panic Exit Devices: Listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for panic protection, based on testing according to UL 305. C. Rim Exit Devices: Grade 1. 1. Types: 1, rim and 4, narrow stile. 2. Actuating Bars: Push pad and narrow -stile push pad. 3. Material: Stainless steel. ZCCU-TWDC087111.DOCX 08 71 11 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued 4. Electrified Features: a. Electric locking and unlocking. D. Exit Device Outside Trim: Lever with cylinder; material and finish to match locksets unless otherwise indicated. 1. Match design for lock trim unless otherwise indicated. 2.07 LOCK CYLINDERS: A. Lock Cylinders: Tumbler type, constructed from brass or bronze, stainless steel, or nickel silver. 1. Manufacturers: Subject to compliance with requirements, provide products by the following: a. Match the manufacturer of the Owner's existing lock cylinders. B. High -Security Lock Cylinders: BHMA A156.30; Grade 1 permanent cores that are removable; face finished to match lockset. 1. Type: M, mechanical. 2. Number of Pins: Match Owner's existing lock cylinders. 3. Lock Type: Rim type. C. Construction Cores: Provide construction cores that are replaceable by permanent cores. Provide 10 construction master keys. 2.08 KEYING: A. Keying System: Factory registered, complying with guidelines in BHMA A156.28, appendix. Provide one extra key blank for each lock. Incorporate decisions made in keying conference. 1. Grand Master Key System: Change keys, a master key, and a grand master key operate cylinders. a. Provide three cylinder change keys and five each of master and grand master keys. 2. Existing System: a. Master key or grand master key locks to Owner's existing system. 3. Keyed Alike: Key all cylinders to same change key. B. Keys: Nickel silver or brass. 1. Stamping: Permanently inscribe each key with a visual key control number and include the following notation: a. Notation: "DO NOT DUPLICATE." 2.09 SURFACE CLOSERS: A. Surface Closers: BHMA A156.4; rack-and-pinion hydraulic type with adjustable sweep and latch speeds controlled by key -operated valves and forged -steel main arm. Comply with manufacturer's written instructions for size of door closers depending on size of door, exposure to weather, and anticipated frequency of use. Provide factory -sized closers, adjustable to meet field conditions and requirements for opening force. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Dorma Americas (DO). b. Hager Companies (HA). c. LCN Closers (LC). d. Norton Door Controls (NO). ZCCU-TWDC087111.DOCX ' 08 71 11 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued e. Stanley Commercial Hardware (ST). B. Surface Closer with Cover: Grade 1; Modern type with mechanism enclosed in cover. 1. Mounting: Hinge side. 2. Type: Hold open. 3. Backcheck: Adjustable, effective between 60 and 85 degrees of door opening. 4. Cover Materials: Aluminum and molded plastic. 5. Closing Power Adjustment: At least 35 percent more than minimum tested value. 2.10 MECHANICAL STOPS AND HOLDERS: A. Wall- and Floor -Mounted Stops: BHMA A156.16; polished cast brass, bronze, or aluminum base metal. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Cal -Royal Products, Inc. (CA). b. Don -Jo Mfg., Inc. (DJ). c. Hager Companies (HA). d. Ives (IV). e. Rockwood Manufacturing Company (RO). f. Trimco (TM). B. Rigid -Type Floor Stop: Grade 1; with rubber bumper. 1. Installation: Surface -screw installation. 2.11 THRESHOLDS: A. Thresholds: BHMA A156.21; fabricated to full width of opening indicated. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Hager Companies (HA). b. National Guard Products, Inc. (NG). c. Pemko Manufacturing Co. (PE). d. Reese Enterprises, Inc. (RE). e. Zero International, Inc. (ZI). B. Saddle Thresholds: 1. Type: Thermal break and fluted top. 2. Base Metal: Aluminum. 2.12 AUXILIARY DOOR HARDWARE: A. Auxiliary Hardware: BHMA A156.16. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Cal -Royal Products, Inc. (CA). b. Don -Jo Mfg., Inc. (DJ). c. Hager Companies (HA). d. Ives (IV). e. Rockwood Manufacturing Company (RO). f. Trimco (TM). ZCCU-TWDC087111.DOCX 08 71 11 - 7 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued B. Silencers for Metal Door Frames: Grade 1; neoprene or rubber; minimum diameter 1/2 inch (13 mm); fabricated for drilled -in application to frame. 2.13 AUXILIARY ELECTRIFIED DOOR HARDWARE: A. Auxiliary Electrified Door Hardware: 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Precision Hardware, Inc. (PH). b. Schlage (SH). c. Securitron Magnalock Corporation (SM). B. Boxed Power Supplies: Modular unit in NEMA ICS 6, Type 4 enclosure; filtered and regulated; voltage rating and type matching requirements of door hardware served; listed and labeled for use with fire -alarm systems. C. Door Position Switches: Magnetically operated reed switch designed for concealed mounting. D. Electric Door Hardware Cords: Provide electric transfer wiring harnesses with standardized plug connectors to accommodate up to twelve (12) wires. Connectors plug directly to through - door wiring harnesses for connection to electric locking devices and power supplies. Provide suKcient number of concealed wires to accommodate electric function of specified hardware. Provide a connector for through -door electronic locking devices and from hinge to junction box above the opening. Wire nut connections are not acceptable. Determine the length required for each electrified hardware component for the door type, size and construction, minimum of two per electrified opening. 1. Manufacturers: Subject to compliance with requirements, provide products by the following: a. McKinney Products Company (MC). 2.14 FABRICATION: A. Manufacturer's Nameplate: Do not provide products that have manufacturer's name or trade name displayed in a visible location except in conjunction with required fire -rating labels and as otherwise approved by Architect. 1. Manufacturer's identification is permitted on rim of lock cylinders only. B. Base Metals: Produce door hardware units of base metal indicated, fabricated by forming method indicated, using manufacturer's standard metal alloy, composition, temper, and hardness. Furnish metals of a quality equal to or greater than that of specified door hardware units and BHMA A156.18. C. Fasteners: Provide door hardware manufactured to comply with published templates prepared for machine, wood, and sheet metal screws. Provide screws that comply with commercially recognized industry standards for application intended, except aluminum fasteners are not permitted. Provide Phillips flat -head screws with finished heads to match surface of door hardware unless otherwise indicated. 1. Concealed Fasteners: For door hardware units that are exposed when door is closed, except for units already specified with concealed fasteners. Do not use through bolts for installation where bolt head or nut on opposite face is exposed unless it is the only means of securely attaching the door hardware. Where through bolts are used on hollow door and frame construction, provide sleeves for each through bolt. ZCCU-TWDC087111.DOCX 08 71 11 - 8 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued 2. Gasketing Fasteners: Provide noncorrosive fasteners for exterior applications and elsewhere as indicated. 2.15 FINISHES: A. Provide finishes complying with BHMA A156.18 as indicated in door hardware schedule. B. Protect mechanical finishes on exposed surfaces from damage by applying a strippable, temporary protective covering before shipping. C. Appearance of Finished Work: Variations in appearance of abutting or adjacent pieces are acceptable if they are within one-half of the range of approved Samples. Noticeable variations in the same piece are not acceptable. Variations in appearance of other components are acceptable if they are within the range of approved Samples and are assembled or installed to minimize contrast. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine doors and frames, with Installer present, for compliance with requirements for installation tolerances, labeled fire -rated door assembly construction, wall and floor construction, and other conditions affecting performance of the Work. B. Examine roughing -in for electrical power systems to verify actual locations of wiring connections before electrified door hardware installation. C. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 PREPARATION: A. Steel Doors and Frames: For surface -applied door hardware, drill and tap doors and frames according to ANSUSDI A250.6. 3.03 INSTALLATION: A. Mounting Heights: Mount door hardware units at heights to comply with the following unless otherwise indicated or required to comply with governing regulations. 1. Standard Steel Doors and Frames: ANSUSDI A250.8. B. Install each door hardware item to comply with manufacturer's written instructions. Where cutting and fitting are required to install door hardware onto or into surfaces that are later to be painted or finished in another way, coordinate removal, storage, and reinstallation of surface protective trim units with finishing work. Do not install surface -mounted items until finishes have been completed on substrates involved. 1. Set units level, plumb, and true to line and location. Adjust and reinforce attachment substrates as necessary for proper installation and operation. 2. Drill and countersink units that are not factory prepared for anchorage fasteners. Space fasteners and anchors according to industry standards. C. Hinges: Install types and in quantities indicated in door hardware schedule, but not fewer than the number recommended by manufacturer for application indicated or one hinge for every 30 inches (750 mm) of door height, whichever is more stringent, unless other equivalent means of support for door, such as spring hinges or pivots, are provided. D. Intermediate Offset Pivots: Where offset pivots are indicated, provide intermediate offset pivots in quantities indicated in door hardware schedule, but not fewer than one intermediate ZCCU-TWDC087111.DOCX 08 71 11 - 9 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued offset pivot per door and one additional intermediate offset pivot for every 30 inches (750 mm) of door height greater than 90 inches (2286 mm). E. Lock Cylinders: Install construction cores to secure building and areas during construction period. 1. Replace construction cores with permanent cores as indicated in keying schedule. 2. Furnish permanent cores to Owner for installation. F. Boxed Power Supplies: Locate power supplies as indicated or, if not indicated, above accessible ceilings. Verify location with Architect. 1. Configuration: Provide one power supply for each door opening with electrified door hardware. G. Thresholds: Set thresholds for exterior doors and other doors indicated in full bed of sealant complying with requirements specified in Section 07 92 00 "Joint Sealants." H. Stops: Provide floor stops for doors unless wall or other type stops are indicated in door hardware schedule. Do not mount floor stops where they will impede traffic. 3.04 ADJUSTING: A. Initial Adjustment: Adjust and check each operating item of door hardware and each door to ensure proper operation or function of every unit. Replace units that cannot be adjusted to operate as intended. Adjust door control devices to compensate for final operation of heating and ventilating equipment and to comply with referenced accessibility requirements. 1. Door Closers: Adjust sweep period to comply with accessibility requirements and requirements of authorities having jurisdiction. B. Occupancy Adjustment: Approximately three months after date of Substantial Completion, Installer's Architectural Hardware Consultant shall examine and readjust each item of door hardware, including adjusting operating forces, as necessary to ensure function of doors, door hardware, and electrified door hardware. 3.05 CLEANING AND PROTECTION: A. Clean adjacent surfaces soiled by door hardware installation. B. Clean operating items as necessary to restore proper function and finish. C. Provide final protection and maintain conditions that ensure that door hardware is without damage or deterioration at time of Substantial Completion. 3.06 MAINTENANCE SERVICE: A. Maintenance Tools and Instructions: Furnish a complete set of specialized tools and maintenance instructions for Owner's continued adjustment, maintenance, and removal and replacement of door hardware. 3.07 DEMONSTRATION: A. Engage Installer to train Owner's maintenance personnel to adjust, operate, and maintain door hardware. ZCCU-TWDC087111.DOCX 08 71 11 - 10 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued 3.08 DOOR HARDWARE SCHEDULE: Set: 1.0 Doors: 100 1 1 1 1 1 1 1 1 1 1 1 1 Pivot Set Electrified Intermediate Pivot Electrified Exit Device Rim Cylinder Closer Push Side Drop Plate Support Bracket Blade Stop Threshold ElectroLynx Harness ElectroLynx Harness Door Position Switch 195 E -M 19U LD-19-55-LC-8876xETL MATCH EXISTING CPS7500T 7788 6890 6891 252X3AFG QC -C 1500/QC-C 1500P QC-Cxx/CxxP (size for door with and hardware) DPS-M-GY US26D RX US26D RX US32D SA 689 NO 689 NO 689 NO 689 NO PE MC MC SM REMAINDER OF WEATHERSTRIPPING TO BE BY ALUMINUM DOOR MANUFACTURER. REINSTALL EXISTING MULLION MOUNTED CARD READER AT NEW ALUMINUM STOREFRONT. POWER SUPPLY IS EXISTING AND TO REMAIN. Set: 2.0 Doors: 200 3 Hinge (heavy weight) 1 Exit Device 1 Rim Cylinder 1 Closer Push Side 1 Door Stop 3 Door Silencers 1 Door Position Switch ZCCU-TWDC087111.DOCX T4A3386 NRP 4-1/2" x 4-1/2" 10xW-09D-S-LD MATCH EXISTING 7500SS 470 608 MSS -1G US32D MC US32D DX 689 NO US26D RO RO SM 08 71 11 - 11 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 71 11 — DOOR HARDWARE (DESCRIPTIVE SPECIFICATION): continued Set: 3.0 Doors: 201 1 Exit Device 10xW-09D-S-LD 1 Rim Cylinder MATCH EXISTING 1 Door Position Switch MSS -1G US32D DX BALANCE OF DOOR HARDWARE BY WIRE MESH PARTITION MANUFACTURER. Set: 4.0 Doors: Sliding Wire Mesh Partition Doors 1 Mortise Cylinder MATCH EXISTING BALANCE OF DOOR HARDWARE BY WIRE MESH PARTITION MANUFACTURER. END OF SECTION 08 71 11 ZCCU-TWDC087111.DOCX SM 08 71 11 - 12 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section includes: 1. Glass for doors and storefront framing. 2. Glazing accessories. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American Society of Civil Engineers/Structural Engineering Institute: 1. ASCE/SEI 7 - Minimum Design Loads for Buildings and Other Structures. C. ASTM International: 1. ASTM C 1036 - Specification for Flat Glass. 2. ASTM C 1048 - Specification for Heat -Strengthened and Fully Tempered Flat Glass. 3. ASTM E 1300 - Practice for Determining Load Resistance of Glass in Buildings. 4. ASTM E 2190 - Specification for Insulating Glass Unit Performance and Evaluation. D. Code of Federal Regulations: 1. 16 CFR 1201 - Safety Standard for Architectural Glazing Materials. E. Glass Association of North America: 1. Engineering Standards Manual. 2. Glazing Manual. F. Insulating Glass Manufacturers Alliance: 1. SIGMA TM -3000 - North American Glazing Guidelines for Sealed Insulating Glass Units for Commercial and Residential Use. G. International Code Council: 1. International Building Code. H. Lawrence Berkeley National Laboratory; Environmental Energy Technologies Division; Building Technologies Department; Windows & Daylighting Group: 1. WINDOW 5.2 - A PC Program for Analyzing Window Thermal Performance. I. National Fenestration Rating Council: 1. NFRC 100 - Procedure for Determining Fenestration Product U -Factors. 2. NFRC 200 - Procedure for Determining Fenestration Product Solar Heat Gain Coefficient and Visible Transmittance at Normal Incidence. 3. NFRC 300 - Test Method for Determining the Solar Optical Properties of Glazing Materials and Systems. 1.04 DEFINITIONS: A. Glass Manufacturers: Firms that produce primary glass, fabricated glass, or both, as defined in referenced glazing publications. B. Glass Thicknesses: Indicated by thickness designations in millimeters according to ASTM C 1036. ZCCU-TWDC088000.DOCX 08 80 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING: continued C. IBC: International Building Code. D. Interspace: Space between lites of an insulating -glass unit. 1.05 COORDINATION: A. Coordinate glazing channel dimensions to provide necessary bite on glass, minimum edge and face clearances, and adequate sealant thicknesses, with reasonable tolerances. 1.06 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project site. 1. Review and finalize construction schedule and verify availability of materials, Installer's personnel, equipment, and facilities needed to make progress and avoid delays. 2. Review temporary protection requirements for glazing during and after installation. 1.07 SUBMITTALS: A. Product Data: For each type of product. B. Glass Samples: For each type of glass product other than clear monolithic vision glass; 12 inches (300 mm) square. C. Glazing Schedule: List glass types and thicknesses for each size opening and location. Use same designations indicated on Drawings. D. Delegated -Design Submittal: For glass indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation. E. Qualification Data: For manufacturers of insulating -glass units with sputter -coated, low -E coatings. F. Product Certificates: For glass. G. Product Test Reports: For insulating glass, for tests performed by a qualified testing agency. H. Preconstruction adhesion and compatibility test report. I. Sample Warranties: For special warranties. 1.08 QUALITY ASSURANCE: A. Manufacturer Qualifications for Insulating -Glass Units with Sputter -Coated, Low -E Coatings: A qualified insulating -glass manufacturer who is approved by coated -glass manufacturer. B. Installer Qualifications: A qualified installer who employs glass installers for this Project who are certified under the National Glass Association's Certified Glass Installer Program. 1.09 DELIVERY, STORAGE, AND HANDLING: A. Protect glazing materials according to manufacturer's written instructions. Prevent damage to glass and glazing materials from condensation, temperature changes, direct exposure to sun, or other causes. B. Comply with insulating -glass manufacturer's written instructions for venting and sealing units to avoid hermetic seal ruptures due to altitude change. 1.10 FIELD CONDITIONS: A. Environmental Limitations: Do not proceed with glazing when ambient and substrate temperature conditions are outside limits permitted by glazing material manufacturers and when glazing channel substrates are wet from rain, frost, condensation, or other causes. ZCCU-TWDC088000.DOCX 08 80 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING: continued 1.11 WARRANTY: A. Manufacturer's Special Warranty for Coated -Glass Products: Manufacturer agrees to replace coated -glass units that deteriorate within specified warranty period. Deterioration of coated glass is defined as defects developed from normal use that are not attributed to glass breakage or to maintaining and cleaning coated glass contrary to manufacturer's written instructions. Defects include peeling, cracking, and other indications of deterioration in coating. 1. Warranty Period: 10 years from date of Substantial Completion. B. Manufacturer's Special Warranty for Insulating Glass: Manufacturer agrees to replace insulating -glass units that deteriorate within specified warranty period. Deterioration of insulating glass is defined as failure of hermetic seal under normal use that is not attributed to glass breakage or to maintaining and cleaning insulating glass contrary to manufacturer's written instructions. Evidence of failure is the obstruction of vision by dust, moisture, or film on interior surfaces of glass. 1. Warranty Period: 10 years from date of Substantial Completion. PART 2 - PRODUCTS 2.01 MANUFACTURERS: A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Cardinal Glass Industries. 2. Guardian Industries Corp.; SunGuard. 3. Hartung Glass Industries. 4. Northwestern Industries, Inc. 5. Oldcastle BuildingEnvelopeTM. 6. Pilkington North America. 7. PPG Industries, Inc. 8. Vetrotech Saint-Gobain. 9. Viracon, Inc. B. Source Limitations for Glass: Obtain from single source from single manufacturer for each glass type. 2.02 PERFORMANCE REQUIREMENTS: A. General: Installed glazing systems shall withstand normal thermal movement and wind and impact loads (where applicable) without failure, including loss or glass breakage attributable to the following: defective manufacture, fabrication, or installation; failure of sealants or gaskets to remain watertight and airtight; deterioration of glazing materials; or other defects in construction. B. Delegated Design: Engage a qualified professional engineer to design glazing. C. Structural Performance: Glazing shall withstand the following design loads within limits and under conditions indicated determined according to the IBC and ASTM E 1300. 1. Design Wind Pressures: As indicated on Drawings. 2. Maximum Lateral Deflection: For glass supported on all four edges, limit center -of -glass deflection at design wind pressure to not more than 1/50 times the short -side length or 1 inch (25 mm), whichever is less. ZCCU-TWDC088000.DOCX 08 80 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING: continued 3. Differential Shading: Design glass to resist thermal stresses induced by differential shading within individual glass lites. D. Safety Glazing: Where safety glazing is indicated, provide glazing that complies with 16 CFR 1201, Category II. E. Thermal and Optical Performance Properties: Provide glass with performance properties specified, as indicated in manufacturer's published test data, based on procedures indicated below: 1. For insulating -glass units, properties are based on units of thickness indicated for overall unit and for each lite. 2. U -Factors: Center -of -glazing values, according to NFRC 100 and based on LBL's WINDOW 5.2 computer program, expressed as Btu/sq. ft. x h x deg F (W/sq. m x K). 3. Solar Heat -Gain Coefficient and Visible Transmittance: Center -of -glazing values, according to NFRC 200 and based on LBL's WINDOW 5.2 computer program. 4. Visible Reflectance: Center -of -glazing values, according to NFRC 300. 2.03 GLASS PRODUCTS, GENERAL: A. Glazing Publications: Comply with published recommendations of glass product manufacturers and organizations below unless more stringent requirements are indicated. See these publications for glazing terms not otherwise defined in this Section or in referenced standards. 1. GANA Publications: "Glazing Manual." 2. IGMA Publication for Insulating Glass: SIGMA TM -3000, "North American Glazing Guidelines for Sealed Insulating Glass Units for Commercial and Residential Use." B. Safety Glazing Labeling: Where safety glazing is indicated, permanently mark glazing with certification label of the SGCC or another certification agency acceptable to authorities having jurisdiction. Label shall indicate manufacturer's name, type of glass, thickness, and safety glazing standard with which glass complies. C. Insulating -Glass Certification Program: Permanently marked either on spacers or on at least one component lite of units with appropriate certification label of IGCC. D. Thickness: Where glass thickness is indicated, it is a minimum. Provide glass that complies with performance requirements and is not less than the thickness indicated. 1. Minimum Glass Thickness for Exterior Lites: 6 mm. E. Strength: Where fully tempered float glass is indicated, provide fully tempered float glass. 2.04 GLASS PRODUCTS: A. Fully Tempered Float Glass: ASTM C 1048, Kind FT (fully tempered), Condition A (uncoated) unless otherwise indicated, Type I, Class 1 (clear) or Class 2 (tinted) as indicated, Quality -Q3. 1. Fabrication Process: By horizontal (roller -hearth) process with roll -wave distortion parallel to bottom edge of glass as installed unless otherwise indicated. 2.05 INSULATING GLASS: A. Insulating -Glass Units: Factory -assembled units consisting of sealed lites of glass separated by a dehydrated interspace, qualified according to ASTM E 2190. 1. Sealing System: Dual seal, with manufacturer's standard primary and secondary sealants. 2. Spacer: Manufacturer's standard spacer material and construction. 3. Desiccant: Molecular sieve or silica gel, or a blend of both. ZCCU-TWDC088000.DOCX 08 80 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING: continued 2.06 MISCELLANEOUS GLAZING MATERIALS: A. General: Provide products of material, size, and shape complying with referenced glazing standard, with requirements of manufacturers of glass and other glazing materials for application indicated, and with a proven record of compatibility with surfaces contacted in installation. B. Cleaners, Primers, and Sealers: Types recommended by sealant or gasket manufacturer. C. Setting Blocks: Elastomeric material with a Shore, Type A durometer hardness of 85, plus or minus 5. D. Spacers: Elastomeric blocks or continuous extrusions of hardness required by glass manufacturer to maintain glass lites in place for installation indicated. E. Edge Blocks: Elastomeric material of hardness needed to limit glass lateral movement (side walking). 2.07 FABRICATION OF GLAZING UNITS: A. Fabricate glazing units in sizes required to fit openings indicated for Project, with edge and face clearances, edge and surface conditions, and bite complying with written instructions of product manufacturer and referenced glazing publications, to comply with system performance requirements. 1. Allow for thermal movements from ambient and surface temperature changes acting on glass framing members and glazing components. a. Temperature Change: 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine framing, glazing channels, and stops, with Installer present, for compliance with the following: 1. Manufacturing and installation tolerances, including those for size, squareness, and offsets at corners. 2. Presence and functioning of weep systems. 3. Minimum required face and edge clearances. 4. Effective sealing between joints of glass -framing members. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 PREPARATION: A. Clean glazing channels and other framing members receiving glass immediately before glazing. Remove coatings not firmly bonded to substrates. B. Examine glazing units to locate exterior and interior surfaces. Label or mark units as needed so that exterior and interior surfaces are readily identifiable. Do not use materials that leave visible marks in the completed Work. 3.03 GLAZING, GENERAL: A. Comply with combined written instructions of manufacturers of glass, sealants, gaskets, and other glazing materials, unless more stringent requirements are indicated, including those in referenced glazing publications. ZCCU-TWDC088000.DOCX 08 80 00 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING: continued B. Protect glass edges from damage during handling and installation. Remove damaged glass from Project site and legally dispose of off Project site. Damaged glass includes glass with edge damage or other imperfections that, when installed, could weaken glass, impair performance, or impair appearance. C. Apply primers to joint surfaces where required for adhesion of sealants, as determined by preconstruction testing. D. Install setting blocks in sill rabbets, sized and located to comply with referenced glazing publications, unless otherwise required by glass manufacturer. Set blocks in thin course of compatible sealant suitable for heel bead. E. Do not exceed edge pressures stipulated by glass manufacturers for installing glass lites. F. Provide spacers for glass lites where length plus width is larger than 50 inches (1270 mm). 1. Locate spacers directly opposite each other on both inside and outside faces of glass. Install correct size and spacing to preserve required face clearances, unless gaskets and glazing tapes are used that have demonstrated ability to maintain required face clearances and to comply with system performance requirements. 2. Provide 1/8 -inch (3 -mm) minimum bite of spacers on glass and use thickness equal to sealant width. With glazing tape, use thickness slightly less than final compressed thickness of tape. G. Provide edge blocking where indicated or needed to prevent glass lites from moving sideways in glazing channel, as recommended in writing by glass manufacturer and according to requirements in referenced glazing publications. H. Set glass lites in each series with uniform pattern, draw, bow, and similar characteristics. I. Set glass lites with proper orientation so that coatings face exterior or interior as specified. J. Where wedge-shaped gaskets are driven into one side of channel to pressurize sealant or gasket on opposite side, provide adequate anchorage so gasket cannot walk out when installation is subjected to movement. K. Square cut wedge-shaped gaskets at corners and install gaskets in a manner recommended by gasket manufacturer to prevent comers from pulling away; seal comer joints and butt joints with sealant recommended by gasket manufacturer. 3.04 GASKET GLAZING (DRY): A. Cut compression gaskets to lengths recommended by gasket manufacturer to fit openings exactly, with allowance for stretch during installation. B. Insert soft compression gasket between glass and frame or fixed stop so it is securely in place with joints miter cut and bonded together at comers. C. Installation with Drive-in Wedge Gaskets: Center glass lites in openings on setting blocks, and press firmly against soft compression gasket by inserting dense compression gaskets formed and installed to lock in place against faces of removable stops. Start gasket applications at corners and work toward centers of openings. Compress gaskets to produce a weathertight seal without developing bending stresses in glass. Seal gasket joints with sealant recommended by gasket manufacturer. D. Installation with Pressure -Glazing Stops: Center glass lites in openings on setting blocks, and press firmly against soft compression gasket. Install dense compression gaskets and pressure - glazing stops, applying pressure uniformly to compression gaskets. Compress gaskets to produce a weathertight seal without developing bending stresses in glass. Seal gasket joints with sealant recommended by gasket manufacturer. ZCCU-TWDC088000.DOCX 08 80 00 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING: continued E. Install gaskets so they protrude past face of glazing stops. 3.05 CLEANING AND PROTECTION: A. Immediately after installation remove nonpermanent labels and clean surfaces. B. Protect glass from contact with contaminating substances resulting from construction operations. Examine glass surfaces adjacent to or below exterior concrete and other masonry surfaces at frequent intervals during construction, but not less than once a month, for buildup of dirt, scum, alkaline deposits, or stains. 1. If, despite such protection, contaminating substances do come into contact with glass, remove substances immediately as recommended in writing by glass manufacturer. Remove and replace glass that cannot be cleaned without damage to coatings. C. Remove and replace glass that is damaged during construction period. D. Wash glass on both exposed surfaces not more than four days before date scheduled for inspections that establish date of Substantial Completion. Wash glass as recommended in writing by glass manufacturer. 3.06 INSULATING GLASS SCHEDULE: A. Glass Type G-1: Low -E -coated, clear insulating glass. 1. Basis -of -Design Product: PPG Industries, Inc.; Solarban 60. 2. Overall Unit Thickness: 1 inch (25 mm). 3. Minimum Thickness of Each Glass Lite: 6 mm. 4. Outdoor Lite: Fully tempered float glass. 5. Interspace Content: Air. 6. Indoor Lite: Fully tempered float glass. 7. Low -E Coating: Pyrolytic or sputtered on second or third surface. 8. Winter Nighttime U -Factor: 0.29 maximum. 9. Summer Daytime U -Factor: 0.27 maximum. 10. Visible Light Transmittance: 70 percent minimum. 11. Solar Heat Gain Coefficient: 0.39 maximum. 12. Safety glazing required. END OF SECTION 08 80 00 ZCCU-TWDC088000.DOCX 08 80 00 - 7 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 08 80 00 — GLAZING: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC088000.DOCX 08 80 00 - 8 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 22 16 — NON-STRUCTURAL METAL FRAMING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Non -load-bearing steel framing systems for interior partitions. 1.03 RELATED REQUIREMENTS: A. Section 05 40 00 "Cold -Formed Metal Framing" for exterior and interior load-bearing and exterior non -load-bearing wall studs; floor joists; roof rafters and ceiling joists; and roof trusses. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. American Iron and Steel Institute: 1. . AISI S220 - North American Standard for Cold -Formed Steel Framing - Nonstructural Members. C. ASTM International: 1. ASTM A 653/A 653M - Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc - Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process. 2. ASTM C 645 - Specification for Nonstructural Steel Framing Members. 3. ASTM C 754 - Specification for Installation of Steel Framing Members to Receive Screw -Attached Gypsum Panel Products. 4. ASTM C 840 - Specification for Application and Finishing of Gypsum Board. 5. ASTM D 226/D 226M - Specification for Asphalt -Saturated Organic Felt Used in Roofing and Waterproofing. D. ICC Evaluation Service, LLC: 1. ICC -ES AC70 - Fasteners Power -Driven into Concrete, Steel and Masonry Elements. 2. ICC -ES AC193 - Mechanical Anchors in Concrete Elements. E. Steel Framing Industry Association (SFIA): 1. Code Compliance Certification Program for Cold -Formed Steel Structural and Non - Structural Framing Members. 1.05 SUBMITTALS: A. Product Data: For each type of product. 1. Studs and Runners: Provide documentation that framing members' certification is according to SFIA's "Code Compliance Certification Program for Cold -Formed Steel Structural and Non -Structural Framing Members." B. Evaluation Reports: For embossed steel studs and runners, from ICC -ES or other qualified testing agency acceptable to authorities having jurisdiction. ZCCU-TWDC092216.DOCX 09 22 16 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 22 16 — NON-STRUCTURAL METAL FRAMING: continued PART 2- PRODUCTS 2.01 PERFORMANCE REQUIREMENTS: A. Horizontal Deflection: For wall assemblies, limited to 1/240 of the wall height based on horizontal loading of 5 lbf/sq. ft. (239 Pa). B. Design framing systems in accordance with AISI S220, except as otherwise shown or specified. 2.02 FRAMING SYSTEMS: A. Framing Members, General: Comply with ASTM C 754 for conditions indicated. 1. Steel Sheet Components: Comply with ASTM C 645 requirements for metal unless otherwise indicated. 2. Protective Coating: ASTM A 653/A 653M, G40 (Z120), hot -dip galvanized unless otherwise indicated. B. Studs and Runners: ASTM C 645. Use either steel studs and runners or embossed steel studs and runners. 1. Steel Studs and Runners: a. Manufacturers: Subject to compliance with requirements, provide products by one of the following: (1) CEMCO; California Expanded Metal Products Co. (2) Phillips Manufacturing Co. b. Minimum Base -Metal Thickness: As required by performance requirements for horizontal deflection. c. Depth: As indicated on Drawings. 2. Embossed Steel Studs and Runners: a. Manufacturers: Subject to compliance with requirements, provide products by one of the following: (1) CEMCO; California Expanded Metal Products Co. (2) ClarkDietrich Building Systems. (3) Marino\WARE. (4) Phillips Manufacturing Co. b. Minimum Base -Metal Thickness: As required by horizontal deflection performance requirements. c. Depth: As indicated on Drawings. C. Flat Strap and Backing Plate: Steel sheet for blocking and bracing. D. Cold -Rolled Channel Bridging: Steel, 0.0538 -inch (1.367 -mm) minimum base -metal thickness, with minimum 1/2 -inch- (13 -mm-) wide flanges. 1. Depth: 1-1/2 inches (38 mm). 2. Clip Angle: Not less than 1-1/2 by 1-1/2 inches (38 by 38 mm), 0.068 -inch- (1.72 -mm-) thick, galvanized steel. 2.03 AUXILIARY MATERIALS: A. General: Provide auxiliary materials that comply with referenced installation standards. 1. Fasteners for Metal Framing: Of type, material, size, corrosion resistance, holding power, and other properties required to fasten steel members to substrates. B. Isolation Strip at Exterior Walls: Provide one of the following: ZCCU-TWDC092216.DOCX 09 22 16 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 22 16 — NON-STRUCTURAL METAL FRAMING: continued 1. Asphalt -Saturated Organic Felt: ASTM D 226/D 226M, Type I (No. 15 asphalt felt), nonperforated. 2. Foam Gasket: Adhesive -backed, closed -cell vinyl foam strips that allow fastener penetration without foam displacement, 1/8 inch (3.2 mm) thick, in width to suit steel stud size. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine areas and substrates, with Installer present, and including welded hollow -metal frames, cast -in anchors, and structural framing, for compliance with requirements and other conditions affecting performance of the Work. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 INSTALLATION, GENERAL: A. Installation Standard: ASTM C 754. 1. Gypsum Board Assemblies: Also comply with requirements in ASTM C 840 that apply to framing installation. B. Install framing and accessories plumb, square, and true to line, with connections securely fastened. C. Install supplementary framing, and blocking to support fixtures, equipment services, heavy trim, grab bars, toilet accessories, furnishings, or similar construction. D. Install bracing at terminations in assemblies. 3.03 INSTALLING FRAMED ASSEMBLIES: A. Install framing system components according to spacings indicated, but not greater than spacings required by referenced installation standards for assembly types. 1. Single -Layer Application: 16 inches (406 mm) o.c. unless otherwise indicated. B. Where studs are installed directly against exterior masonry walls or dissimilar metals at exterior walls, install isolation strip between studs and exterior wall. C. Install studs so flanges within framing system point in same direction. D. Install tracks (runners) at floors and overhead supports. Extend framing full height to structural supports or substrates above suspended ceilings except where partitions are indicated to terminate at suspended ceilings. Continue framing around ducts that penetrate partitions above ceiling. E. Installation Tolerance: Install each framing member so fastening surfaces vary not more than 1/8 inch (3 mm) from the plane formed by faces of adjacent framing. END OF SECTION 09 22 16 ZCCU-TWDC092216.DOCX 09 22 16 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 22 16 — NON-STRUCTURAL METAL FRAMING: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC092216.DOCX 09 22 16 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 24 00 — PORTLAND CEMENT PLASTERING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Exterior vertical plasterwork (stucco). 1.03 RELATED REQUIREMENTS: A. Section 07 27 26 - "Fluid -Applied Membrane Air Barriers" for fluid -applied membrane air barriers installed under portland cement plastering systems. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated B. ASTM International: 1. ASTM A 641/A 641M - Specification for Zinc -Coated (Galvanized) Carbon Steel Wire. 2. ASTM A 653/A 653M - Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc - Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process. 3. ASTM C 150 - Specification for Portland Cement. 4. ASTM C 206 - Specification for Finishing Hydrated Lime. 5. ASTM C 207 - Specification for Hydrated Lime for Masonry Purposes. 6. ASTM C 847 - Specification for Metal Lath. 7. ASTM C 897 - Specification for Aggregate for Job -Mixed Portland Cement -Based Plasters. 8. ASTM C 926 - Specification for Application of Portland Cement -Based Plaster 9. ASTM C 1063 - Specification for Installation of Lathing and Furring to Receive Interior and Exterior Portland Cement -Based Plaster. 10. ASTM D 226 - Specification for Asphalt -Saturated Organic Felt Used in Roofing and Waterproofing. 1.05 PREINSTALLATION MEETINGS: A. Preinstallation Conference: Conduct conference at Project site. 1.06 SUBMITTALS: A. Product Data: For each type of product. B. Shop Drawings: Show locations and installation of control and expansion joints, including plans, elevations, sections, details of components, and attachments to other work. C. Samples: For each type of factory -prepared finish coat and for each color and texture specified. D. Samples for Initial Selection: For each type of factory -prepared finish coat and for each color and texture specified. E. Samples for Verification: For each type of factory -prepared finish coat and for each color and texture specified, 12 by 12 inches (305 by 305 mm), and prepared on rigid backing. ZCCU-TWDC092400.DOCX 09 24 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 24 00 — PORTLAND CEMENT PLASTERING: continued 1.07 DELIVERY, STORAGE, AND HANDLING: A. Store materials inside under cover, and keep them dry and protected against damage from weather, moisture, direct sunlight, surface contamination, corrosion, construction traffic, and other causes. 1.08 FIELD CONDITIONS: A. Comply with ASTM C 926 requirements. B. Exterior Plasterwork: 1. Apply and cure plaster to prevent plaster drying out during curing period. Use procedures required by climatic conditions, including moist curing, providing coverings, and providing barriers to deflect sunlight and wind. 2. Apply plaster when ambient temperature is greater than 40 deg F (4.4 deg C). 3. Protect plaster coats from freezing for not less than 48 hours after set of plaster coat has occurred. C. Factory -Prepared Finishes: Comply with manufacturer's written recommendations for environmental conditions for applying finishes. PART 2- PRODUCTS 2.01 AIR/MOISTURE BARRIER: A. Air/Moisture Barrier: As specified in Section 07 27 26 - "Fluid -Applied Membrane Air Barriers." 2.02 WATER -RESISTIVE BARRIER: A. Water Resistive Barrier: Minimum No. 15 asphalt saturated felt complying with ASTM D 226, Type 1, or one layer of Grade D kraft building paper, or paper -backed stucco lath. 2.03 METAL LATH: A. Expanded -Metal Lath: ASTM C 847, 'cold -rolled carbon -steel sheet with ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized -zinc coating. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. CEMCO; California Expanded Metal Products Co. b. ClarkDietrich Building Systems. c. Marino\WARE. d. Phillips Manufacturing Co. 2. Diamond -Mesh Lath: Self -furring, minimum 2.51b/sq. yd. (1.4 kg/sq. m). B. Paper Backing: FS UU-B-790a, Type I, Grade D, Style 2 vapor -permeable paper. 1. Provide paper -backed lath unless asphalt saturated felt water resistive barrier is provided. 2.04 ACCESSORIES: A. General: Comply with ASTM C 1063, and coordinate depth of trim and accessories with thicknesses and number of plaster coats required. B. Metal Accessories: 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: ZCCU-TWDC092400.DOCX 09 24 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 24 00 — PORTLAND CEMENT PLASTERING: continued a. CEMCO; California Expanded Metal Products Co. b. ClarkDietrich Building Systems. c. Marino\WARE. d. Phillips Manufacturing Co. 2. Foundation Weep Screed: Fabricated from hot -dip galvanized -steel sheet, ASTM A 653/A 653M, G60 (Z180) zinc coating. 3. Casing Beads: Fabricated from zincorzinc-coated (galvanized) steel; square -edged style; with expanded flanges. 2.05 MISCELLANEOUS MATERIALS: A. Water for Mixing and Finishing Plaster: Potable and free of substances capable of affecting plaster set or of damaging plaster, lath, or accessories. B. Fiber for Base Coat: Alkaline -resistant glass or polypropylene fibers, 1/2 inch (13 mm) long, free of contaminants, manufactured for use in cement plaster. C. Fasteners for Attaching Metal Lath to Substrates: ASTM C 1063. D. Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, not less than 0.0475 -inch (1.21 -mm) diameter unless otherwise indicated. 2.06 PLASTER MATERIALS: A. Portland Cement: ASTM C 150/C 150M, Type I or Type II. 1. Color for Finish Coats: White. B. Colorants for Job -Mixed Finish Coats: Colorfast mineral pigments that produce finish plaster color to match existing color. C. Lime: ASTM C 206, Type S; or ASTM C 207, Type S. D. Sand Aggregate: ASTM C 897. 1. Color for Job -Mixed Finish Coats: White. E. Acrylic -Based Finish Coatings: Factory -mixed acrylic -emulsion coating systems formulated with colorfast mineral pigments and fine aggregates; for use over cement plaster base coats. Include manufacturer's recommended primers and sealing topcoats for acrylic -based finishes. 1. Basis -of -Design Product: Subject to compliance with requirements, provide Sto Corp; StoPowerwall or comparable product by one of the following a. Dryvit Systems, Inc. b. El Rey Stucco Solutions; a Parex USA, Inc. brand. c. Finestone, BASF Corp. d. Omega Products International, Inc. e. Stuc-O-Flex International, Inc. 2. Color: Match existing. 2.07 PLASTER MIXES: A. General: Comply with ASTM C 926 for applications indicated. 1. Fiber Content: Add fiber to base -coat mixes after ingredients have mixed at least two minutes. Comply with fiber manufacturer's written instructions for fiber quantities in mixes, but do not exceed 1 lb of fiber/cu. yd. (0.6 kg of fiber/cu. m) of cementitious materials. B. Base -Coat Mixes for Use over Metal Lath: Scratch and brown coats for three -coat plasterwork as follows: ZCCU-TWDC092400.DOCX 09 24 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 24 00 — PORTLAND CEMENT PLASTERING: continued 1. Portland Cement Mixes: a. Scratch Coat: For cementitious material, mix 1 part portland cement and 3/4 to 1- 1/2 parts lime. Use 2-1/2 to 4 parts aggregate per part of cementitious material. b. Brown Coat: For cementitious material, mix 1 part portland cement and 3/4 to 1-1/2 parts lime. Use 3 to 5 parts aggregate per part of cementitious material, but not less than volume of aggregate used in scratch coat. C. Factory -Prepared Finish -Coat Mixes: For acrylic -based finish coatings, comply with manufacturer's written instructions. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine substrates and conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. B. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 PREPARATION: A. Protect adjacent work from soiling, spattering, moisture deterioration, and other harmful effects caused by plastering. B. Prepare smooth, solid substrates for plaster according to ASTM C 926. C. Install air/moisture barrier as indicated in Section 07 27 26 - "Fluid -Applied Membrane Air Barriers." 3.03 INSTALLING SHEET WATER -RESISTIVE BARRIER: A. Install in compliance with the applicable building code requirements for building paper. Lap paper over foundation weep screed attachment flange and floor line flashing. 3.04 INSTALLING METAL LATH: A. Metal Lath: Install according to ASTM C 1063. 1. On Solid Surfaces, Not Otherwise Furred: Install self -furring, diamond -mesh lath. 3.05 INSTALLING ACCESSORIES: A. Install according to ASTM C 1063 and at locations indicated on Drawings. 3.06 PLASTER APPLICATION: A. General: Comply with ASTM C 926. 1. Do not deviate more than plus or minus 1/4 inch in 10 feet (6 mm in 3 m) from a true plane in finished plaster surfaces when measured by a 10 -foot (3-m) straightedge placed on surface. 2. Finish plaster flush with metal frames and other built-in metal items or accessories that act as a plaster ground unless otherwise indicated. Where casing bead does not terminate plaster at metal frame, cut base coat free from metal frame before plaster sets and groove finish coat at junctures with metal. 3. Provide plaster surfaces that are ready to receive field -applied finishes indicated. B. Walls; Base -Coat Mixes for Use over Metal Lath: For scratch and brown coats, for three -coat plasterwork with 3/4 -inch (19 -mm) total thickness, as follows: ZCCU-TWDC092400.DOCX 09 24 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 24 00 — PORTLAND CEMENT PLASTERING: continued 1. Portland cement mixes. C. Acrylic -Based Finish Coatings: Apply coating system, including primers, finish coats, and sealing topcoats, according to manufacturer's written instructions. D. Concealed Exterior Plasterwork: Where plaster application is used as a base for adhered finishes, omit finish coat. 3.07 PLASTER REPAIRS: A. Repair or replace work to eliminate cracks, dents, blisters, buckles, crazing and check cracking, dry outs, efflorescence, sweat outs, and similar defects and where bond to substrate has failed. 3.08 CLEANING AND PROTECTION: A. Remove temporary protection and enclosure of other work after plastering is complete. Promptly remove plaster from door frames, windows, and other surfaces not indicated to be plastered. Repair floors, walls, and other surfaces stained, marred, or otherwise damaged during plastering. END OF SECTION 09 24 00 ZCCU-TWDC092400.DOCX 092400-5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 24 00 — PORTLAND CEMENT PLASTERING: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC092400.DOCX 09 24 00 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 29 00 — GYPSUM BOARD PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section Includes: 1. Interior gypsum board. 1.03 RELATED REQUIREMENTS: A. Section 06 16 00 "Sheathing" for gypsum sheathing for exterior walls. B. Section 09 22 16 "Non -Structural Metal Framing" for non-structural steel framing and suspension systems that support gypsum board panels. 1.04 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM C 475/C 475M - Specification for Joint Compound and Joint Tape for Finishing Gypsum Board. 2. ASTM C 840 - Specification for Application and Finishing of Gypsum Board. 3. ASTM C 954 - Specification for Steel Drill Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Steel Studs from 0.033 in. (0.84 mm) to 0.112 in. (2.84 mm) in Thickness. 4. ASTM C 1002 - Specification for Steel Self -Piercing Tapping Screws for the Application of Gypsum Panel Products or Metal Plaster Bases to Wood Studs or Steel Studs. 5. ASTM C 1047 - Specification for Accessories for Gypsum Wallboard and Gypsum Veneer Base. 6. ASTM C 1396/C 1396M - Specification for Gypsum Board. 1.05 SUBMITTALS: A. Product Data: For each type of product. 1.06 DELIVERY, STORAGE AND HANDLING: A. Store materials inside under cover and keep them dry and protected against weather, condensation, direct sunlight, construction traffic, and other potential causes of damage. Stack panels flat and supported on risers on a flat platform to prevent sagging. 1.07 FIELD CONDITIONS: A. Environmental Limitations: Comply with ASTM C 840 requirements or gypsum board manufacturer's written instructions, whichever are more stringent. B. Do not install paper -faced gypsum panels until installation areas are enclosed and conditioned. C. Do not install panels that are wet, moisture damaged, and mold damaged. 1. Indications that panels are wet or moisture damaged include, but are not limited to, discoloration, sagging, or irregular shape. ZCCU-TWDC092900.DOCX 09 29 00 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 29 00 — GYPSUM BOARD: continued 2. Indications that panels are mold damaged include, but are not limited to, fuzzy or splotchy surface contamination and discoloration. PART 2- PRODUCTS 2.01 GYPSUM BOARD, GENERAL: A. Size: Provide maximum lengths and widths available that will minimize joints in each area and that correspond with support system indicated. 2.02 INTERIOR GYPSUM BOARD: A. Gypsum Board, Type X: ASTM C 1396/C 1396M. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. CertainTeed Corporation. b. Georgia-Pacific Building Products. c. National Gypsum Company. d. United States Gypsum Company. 2. Thickness: 5/8 inch (15.9 mm). 3. Long Edges: Tapered. 2.03 TRIM ACCESSORIES: A. Interior Trim: ASTM C 1047. 1. Material: Galvanized or aluminum -coated steel sheet, rolled zinc, or paper -faced galvanized -steel sheet. 2. Shapes: a. Cornerbead. b. LC -Bead: J-shaped; exposed long flange receives joint compound. 2.04 JOINT TREATMENT MATERIALS: A. General: Comply with ASTM C 475/C 475M. B. Joint Tape: 1. Interior Gypsum Board: Paper. C. Joint Compound for Interior Gypsum Board: For each coat, use formulation that is compatible with other compounds applied on previous or for successive coats. 1. Prefilling: At open joints, rounded or beveled panel edges, and damaged surface areas, use setting -type taping compound. 2. Embedding and First Coat: For embedding tape and first coat on joints, fasteners, and trim flanges, use setting -type taping compound. a. Use setting -type compound for installing paper -faced metal trim accessories. 3. Fill Coat: For second coat, use setting -type, sandable topping compound. 4. Finish Coat: For third coat, use drying -type, all-purpose compound. 2.05 AUXILIARY MATERIALS: A. General: Provide auxiliary materials that comply with referenced installation standards and manufacturer's written instructions. B. Steel Drill Screws: ASTM C 1002 unless otherwise indicated. ZCCU-TWDC092900.DOCX 09 29 00 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 29 00 — GYPSUM BOARD: continued 1. Use screws complying with ASTM C 954 for fastening panels to steel members from 0.033 to 0.112 inch (0.84 to 2.84 mm) thick. C. Thermal Insulation: As specified in Section 07 21 00 "Thermal Insulation." PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine areas and substrates including welded hollow -metal frames and support framing, with Installer present, for compliance with requirements and other conditions affecting performance of the Work. B. Examine panels before installation. Reject panels that are wet, moisture damaged, and mold damaged. C. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 APPLYING AND FINISHING PANELS, GENERAL: A. Comply with ASTM C 840. B. Install panels with face side out. Butt panels together for a light contact at edges and ends with not more than 1/16 inch (1.5 mm) of open space between panels. Do not force into place. C. Locate edge and end joints over supports, except in ceiling applications where intermediate supports or gypsum board back -blocking is provided behind end joints. Do not place tapered edges against cut edges or ends. Stagger vertical joints on opposite sides of partitions. Do not make joints other than control joints at corners of framed openings. D. Attachment to Steel Framing: Attach panels so leading edge or end of each panel is attached to open (unsupported) edges of stud flanges first. 3.03 APPLYING INTERIOR GYPSUM BOARD: A. Install interior gypsum board in the following locations: 1. Type X: Vertical surfaces unless otherwise indicated. B. Single -Layer Application: 1. On partitions/walls, apply gypsum panels horizontally (perpendicular to framing) unless otherwise indicated or required by fire -resistance -rated assembly, and minimizeend joints. a. Stagger abutting end joints not less than one framing member in alternate courses of panels. 2. Fastening Methods: Apply gypsum panels to supports with steel drill screws. 3.04 INSTALLING TRIM ACCESSORIES: A. General: For trim with back flanges intended for fasteners, attach to framing with same fasteners used for panels. Otherwise, attach trim according to manufacturer's written instructions. B. Interior Trim: Install in the following locations: 1. Cornerbead: Use at outside corners. 2. LC -Bead: Use at exposed panel edges. ZCCU-TWDC092900.DOCX 09 29 00 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 29 00 — GYPSUM BOARD: continued 3.05 FINISHING GYPSUM BOARD: A. General: Treat gypsum board joints, interior angles, edge trim, control joints, penetrations, fastener heads, surface defects, and elsewhere as required to prepare gypsum board surfaces for decoration. Promptly remove residual joint compound from adjacent surfaces. B. Prefill open joints, rounded or beveled edges, and damaged surface areas. C. Apply joint tape over gypsum board joints, except for trim products specifically indicated as not intended to receive tape. D. Gypsum Board Finish Levels: Finish panels to levels indicated below and according to ASTM C 840: 1. Level 4: At panel surfaces that will be exposed to view unless otherwise indicated. a. Primer and its application to surfaces are specified in Section 09 91 23 "Interior Painting." 3.06 PROTECTION: A. Protect adjacent surfaces from drywall compound and promptly remove from floors and other non -drywall surfaces. Repair surfaces stained, marred, or otherwise damaged during drywall application. B. Protect installed products from damage from weather, condensation, direct sunlight, construction, and other causes during remainder of the construction period. C. Remove and replace panels that are wet, moisture damaged, and mold damaged. 1. Indications that panels are wet or moisture damaged include, but are not limited to, discoloration, sagging, or irregular shape. 2. Indications that panels are mold damaged include, but are not limited to, fuzzy or splotchy surface contamination and discoloration. END OF SECTION 09 29 00 ZCCU-TWDC092900.DOCX 09 29 00 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 13 — EX 1ERIOR PAINTING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section includes surface preparation and the application of paint systems on the following exterior substrates: 1. Galvanized metal. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM D 523 - Test Method for Specular Gloss. C. Master Painters Institute: 1. MPI Approved Products Lists. 2. MPI Architectural Painting Specification Manual. D. SSPC: The Society for Protective Coatings: 1. SSPC-PA 1 - Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel. 1.04 DEFINITIONS: A. MPI Gloss Level 5: 35 to 70 units at 60 degrees, according to ASTM D 523. 1.05 SUBMITTALS: A. Product Data: For each type of product. Include preparation requirements and application instructions. 1. Include printout of current "MPI Approved Products List" for each product category specified, with the proposed product highlighted. B. Samples for Verification: For each type of paint system and each color and gloss of topcoat. 1. Submit Samples on rigid backing, 8 inches (200 mm) square. 2. Label each Sample for location and application area. C. Product List: Cross-reference to paint system and locations of application areas. Use same designations indicated on Drawings and in schedules. Include color designations. D. Furnish extra materials, from the same product run, that match products installed and that are packaged with protective covering for storage and identified with labels describing contents. 1. Paint: 5 percent, but not less than 1 gal. (3.8 L) of each material and color applied. 1.06 DELIVERY, STORAGE, AND HANDLING: A. Store materials not in use in tightly covered containers in well -ventilated areas with ambient temperatures continuously maintained at not less than 45 deg F (7 deg C). 1. Maintain containers in clean condition, free of foreign materials and residue. 2. Remove rags and waste from storage areas daily. ZCCU-TWDC099113.DOCX 09 91 13 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 13 — EXTERIOR PAINTING: continued 1.07 FIELD CONDITIONS: A. Apply paints only when temperature of surfaces to be painted and ambient air temperatures are between 50 and 95 deg F (10 and 35 deg C). B. Do not apply paints in snow, rain, fog, or mist; when relative humidity exceeds 85 percent; at temperatures less than 5 deg F (3 deg C) above the dew point; or to damp or wet surfaces. PART 2- PRODUCTS 2.01 MANUFACTURERS: A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Benjamin Moore & Co. 2. Coronado Paint; Benjamin Moore Company. 3. Kelly -Moore Paint Company Inc. 4. PPG Architectural Finishes, Inc. 5. Sherwin-Williams Company (The). 2.02 PAINT, GENERAL: A. MPI Standards: Products shall comply with MPI standards indicated and shall be listed in its "MPI Approved Products Lists." B. Material Compatibility: 1. Materials for use within each paint system shall be compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience. 2. For each coat in a paint system, products shall be recommended in writing by topcoat manufacturers for use in paint system and on substrate indicated. C. Colors: Match Sherwin-Williams Company (The); 7645 Thunder Gray. 2.03 SOURCE QUALITY CONTROL: A. Testing of Paint Materials: Owner reserves the right to invoke the following procedure: 1. Owner will engage the services of a qualified testing agency to sample paint materials. Contractor will be notified in advance and may be present when samples are taken. If paint materials have already been delivered to Project site, samples may be taken at Project site. Samples will be identified, sealed, and certified by testing agency. 2. Testing agency will perform tests for compliance with product requirements. 3. Owner may direct Contractor to stop applying paints if test results show materials being used do not comply with product requirements. Contractor shall remove noncomplying paint materials from Project site, pay for testing, and repaint surfaces painted with rejected materials. Contractor will be required to remove rejected materials from previously painted surfaces if, on repainting with complying materials, the two paints are incompatible. ZCCU-TWDC099113.DOCX 09 91 13 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 13 — EXTERIOR PAINTING: continued PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of the Work. B. Verify suitability of substrates, including surface conditions and compatibility, with existing finishes and primers. C. Proceed with coating application only after unsatisfactory conditions have been corrected. 1. Application of coating indicates acceptance of surfaces and conditions. 3.02 PREPARATION: A. Comply with manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual" applicable to substrates and paint systems indicated. B. Remove hardware, covers, plates, and similar items already in place that are removable and are not to be painted. If removal is impractical or impossible because of size or weight of item, provide surface -applied protection before surface preparation and painting. 1. After completing painting operations, use workers skilled in the trades involved to reinstall items that were removed. Remove surface -applied protection. C. Clean substrates of substances that could impair bond of paints, including dust, dirt, oil, grease, and incompatible paints and encapsulants. 1. Remove incompatible primers and reprime substrate with compatible primers or apply tie coat as required to produce paint systems indicated. D. Shop -Primed Steel Substrates: Clean field welds, bolted connections, and areas where shop paint is abraded. Paint exposed areas with the same material as used for shop priming to comply with SSPC-PA 1 for touching up shop -primed surfaces. E. Galvanized -Metal Substrates: Remove grease and oil residue from galvanized sheet metal by mechanical methods to produce clean, lightly etched surfaces that promote adhesion of subsequently applied paints. 3.03 APPLICATION: A. Apply paints according to manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual." 1. Use applicators and techniques suited for paint and substrate indicated. 2. Paint both sides and edges of exterior doors and entire exposed surface of exterior door frames. 3. Do not paint over labels of independent testing agencies or equipment name, identification, performance rating, or nomenclature plates. 4. Primers specified in painting schedules may be omitted on items that are factory primed or factory finished if acceptable to topcoat manufacturers. B. If undercoats or other conditions show through topcoat, apply additional coats until cured film has a uniform paint finish, color, and appearance. C. Apply paints to produce surface films without cloudiness, spotting, holidays, laps, brush marks, roller tracking, runs, sags, ropiness, or other surface imperfections. Cut in sharp lines and color breaks. ZCCU-TWDC099113.DOCX 09 91 13 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 13 — EXTERIOR PAINTING: continued 3.04 FIELD QUALITY CONTROL: A. Dry Film Thickness Testing: Owner may engage the services of a qualified testing and inspecting agency to inspect and test paint for dry film thickness. 1. Contractor shall touch up and restore painted surfaces damaged by testing. 2. If test results show that dry film thickness of applied paint does not comply with paint manufacturer's written recommendations, Contractor shall pay for testing and apply additional coats as needed to provide dry film thickness that complies with paint manufacturer's written recommendations. 3.05 CLEANING AND PROTECTION: A. At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site. B. After completing paint application, clean spattered surfaces. Remove spattered paints by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces. C. Protect work of other trades against damage from paint application. Correct damage to work of other trades by cleaning, repairing, replacing, and refinishing, as approved by Architect, and leave in an undamaged condition. D. At completion of construction activities of other trades, touch up and restore damaged or defaced painted surfaces. 3.06 EXTERIOR PAINTING SCHEDULE: A. Galvanized -Metal Substrates: 1. Alkyd System MPI EXT 5.3B: a. Prime Coat: Primer, galvanized, cementitious, MPI #26. b. Intermediate Coat: Exterior, alkyd enamel, matching topcoat. c. Topcoat: Alkyd, exterior, semi -gloss (MPI Gloss Level 5), MPI #94. END OF SECTION 09 91 13 ZCCU-TWDC099113.DOCX 09 91 13 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 23 — INTERIOR PAINTING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. Section includes surface preparation and the application of paint systems on the following interior substrates: 1. Gypsum board. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated. B. ASTM International: 1. ASTM D 523 - Test Method for Specular Gloss. C. Master Painters Institute: 1. MPI Approved Products Lists. 2. MPI Architectural Painting Specification Manual. 1.04 DEFINITIONS: A. MPI Gloss Level 1: Not more than five units at 60 degrees and 10 units at 85 degrees, according to ASTM D 523. B. MPI Gloss Level 2: Not more than 10 units at 60 degrees and 10 to 35 units at 85 degrees, according to ASTM D 523. C. MPI Gloss Level 3: 10 to 25 units at 60 degrees and 10 to 35 units at 85 degrees, according to ASTM D 523. D. MPI Gloss Level 4: 20 to 35 units at 60 degrees and not less than 35 units at 85 degrees, according to ASTM D 523. E. MPI Gloss Level 5: 35 to 70 units at 60 degrees, according to ASTM D 523. F. MPI Gloss Level 6: 70 to 85 units at 60 degrees, according to ASTM D 523. G. MPI Gloss Level 7: More than 85 units at 60 degrees, according to ASTM D 523. 1.05 SUBMITTALS: A. Product Data: For each type of product. Include preparation requirements and application instructions. 1. Include Printout of current "MPI Approved Products List" for each product category specified, with the proposed product highlighted. B. Samples for Initial Selection: For each type of topcoat product. C. Samples for Verification: For each type of paint system and in each color and gloss of topcoat. 1. Submit Samples on rigid backing, 8 inches (200 mm) square. 2. Apply coats on Samples in steps to show each coat required for system. 3. Label each Sample for location and application area. D. Product List: Cross-reference to paint system and locations of application areas. Use same designations indicated on Drawings and in schedules. Include color designations. ZCCU-TWDC099123.DOCX 09 91 23 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 23 — INTERIOR PAINTING: continued E. Furnish extra materials, from the same product run, that match products installed and that are packaged with protective covering for storage and identified with labels describing contents. 1. Paint: 5 percent, but not less than 1 gal. (3.8 L) of each material and color applied. 1.06 DELIVERY, STORAGE, AND HANDLING: A. Store materials not in use in tightly covered containers in well -ventilated areas with ambient temperatures continuously maintained at not less than 45 deg F (7 deg C). 1. Maintain containers in clean condition, free of foreign materials and residue. 2. Remove rags and waste from storage areas daily. 1.07 FIELD CONDITIONS: A. Apply paints only when temperature of surfaces to be painted and ambient air temperatures are between 50 and 95 deg F (10 and 35 deg C). B. Do not apply paints when relative humidity exceeds 85 percent; at temperatures less than 5 deg F (3 deg C) above the dew point; or to damp or wet surfaces. PART 2- PRODUCTS 2.01 MANUFACTURERS: A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Benjamin Moore & Co. 2. Coronado Paint; Benjamin Moore Company. 3. Kelly -Moore Paint Company Inc. 4. PPG Architectural Finishes, Inc. 5. Sherwin-Williams Company (The). 2.02 PAINT, GENERAL: A. MPI Standards: Products shall comply with MPI standards indicated and shall be listed in its "MPI Approved Products Lists." B. Material Compatibility: 1. Materials for use within each paint system shall be compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience. 2. For each coat in a paint system, products shall be recommended in writing by topcoat manufacturers for use in paint system and on substrate indicated. C. Colors: Color to match existing. 2.03 SOURCE QUALITY CONTROL: A. Testing of Paint Materials: Owner reserves the right to invoke the following procedure: 1. Owner will engage the services of a qualified testing agency to sample paint materials. Contractor will be notified in advance and may be present when samples are taken. If paint materials have already been delivered to Project site, samples may be taken at Project site. Samples will be identified, sealed, and certified by testing agency. 2. Testing agency will perform tests for compliance with product requirements. ZCCU-TWDC099123.DOCX 09 91 23 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 23 — INTERIOR PAINTING: continued 3. Owner may direct Contractor to stop applying paints if test results show materials being used do not comply with product requirements. Contractor shall remove noncomplying paint materials from Project site, pay for testing, and repaint surfaces painted with rejected materials. Contractor will be required to remove rejected materials from previously painted surfaces if, on repainting with complying materials, the two paints are incompatible. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of the Work. B. Maximum Moisture Content of Substrates: When measured with an electronic moisture meter as follows: 1. Gypsum Board: 12 percent. C. Gypsum Board Substrates: Verify that finishing compound is sanded smooth. D. Proceed with coating application only after unsatisfactory conditions have been corrected. 1. Application of coating indicates acceptance of surfaces and conditions. 3.02 PREPARATION: A. Comply with manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual" applicable to substrates and paint systems indicated. B. Remove hardware, covers, plates, and similar items already in place that are removable and are not to be painted. If removal is impractical or impossible because of size or weight of item, provide surface -applied protection before surface preparation and painting. 1. After completing painting operations, use workers skilled in the trades involved to reinstall items that were removed. Remove surface -applied protection if any. C. Clean substrates of substances that could impair bond of paints, including dust, dirt, oil, grease, and incompatible paints and encapsulants. 1. Remove incompatible primers and reprime substrate with compatible primers or apply tie coat as required to produce paint systems indicated. 3.03 APPLICATION: A. Apply paints according to manufacturer's written instructions and to recommendations in "MPI Manual." 1. Use applicators and techniques suited for paint and substrate indicated. 2. Paint surfaces behind movable equipment and furniture same as similar exposed surfaces. Before final installation, paint surfaces behind permanently fixed equipment or furniture with prime coat only. 3. Do not paint over labels of independent testing agencies or equipment name, identification, performance rating, or nomenclature plates. 4. Primers specified in painting schedules may be omitted on items that are factory primed or factory finished if acceptable to topcoat manufacturers. B. If undercoats or other conditions show through topcoat, apply additional coats until cured film has a uniform paint finish, color, and appearance. ZCCU-TWDC099123.DOCX 09 91 23 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 09 91 23 — INTERIOR PAINTING: continued C. Apply paints to produce surface films without cloudiness, spotting, holidays, laps, brush marks, roller tracking, runs, sags, ropiness, or other surface imperfections. Cut in sharp lines and color breaks. 3.04 FIELD QUALITY CONTROL: A. Dry Film Thickness Testing: Owner may engage the services of a qualified testing and inspecting agency to inspect and test paint for dry film thickness. 1. Contractor shall touch up and restore painted surfaces damaged by testing. 2. If test results show that dry film thickness of applied paint does not comply with paint manufacturer's written recommendations, Contractor shall pay for testing and apply additional coats as needed to provide dry film thickness that complies with paint manufacturer's written recommendations. 3.05 CLEANING AND PROTECTION: A. At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site. B. After completing paint application, clean spattered surfaces. Remove spattered paints by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces. C. Protect work of other trades against damage from paint application. Correct damage to work of other trades by cleaning, repairing, replacing, and refinishing, as approved by Architect, and leave in an undamaged condition. D. At completion of construction activities of other trades, touch up and restore damaged or defaced painted surfaces. 3.06 INTERIOR PAINTING SCHEDULE: A. Gypsum Board Substrates: 1. Latex over Latex Sealer System MPI INT 9.2A: a. Prime Coat: Primer sealer, latex, interior, MPI #50. b. Intermediate Coat: Latex, interior, matching topcoat. c. Topcoat: Latex, interior, MPI Gloss Level to match existing. END OF SECTION 09 91 23 ZCCU-TWDC099123.DOCX 09 91 23 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes: 1. Heavy-duty wire mesh partitions. 2. Wire mesh ceilings. 1.03 REFERENCED STANDARDS: A. Publication Dates: Comply with standards in effect as of date of the Contract Documents unless otherwise indicated B. American Society of Civil Engineers/Structural Engineering Institute: 1. ASCE/SEI 7 - Minimum Design Loads for Buildings and Other Structures. C. American Welding Society: 1. AWS D1.1/D.1.1M - Structural Welding Code — Steel. 2. AWS D1.3/D1.3M - Structural Welding Code - Sheet Steel. D. ASTM International: 1. ASTM A 36/A 36M - Specification for Carbon Structural Steel. 2. ASTM A 53/A 53M - Specification for Pipe, Steel, Black and Hot -Dipped, Zinc -Coated, Welded and Seamless. 3. ASTM A 123/A 123M - Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products. 4. ASTM A 153/A 153M - Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. 5. ASTM A 500/A 500M - Specification for Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes. 6. ASTM A 510/A 510M - Specification for General Requirements for Wire Rods and Coarse Round Wire, Carbon Steel, and Alloy Steel. 7. ASTM A 513/A 513M - Specification for Electric -Resistance -Welded Carbon and Alloy Steel Mechanical Tubing. 8. ASTM A 653/A 653M - Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc - Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process. 9. ASTM A 1008/A 1008M - Specification for Steel, Sheet, Cold -Rolled, Carbon, Structural, High -Strength Low -Alloy and High -Strength Low -Alloy with Improved Formability, Solution Hardened, and Bake Hardenable. 10. ASTM E 488/E 488M - Test Methods for Strength of Anchors in Concrete Elements. 11. ASTM F 593 -: Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs. 12. ASTM F 594 - Specification for Stainless Steel Nuts. 13. ASTM F 738M - Specification for Stainless Steel Metric Bolts, Screws, and Studs [Metric]. 14. ASTM F 836M - Specification for Style 1 Stainless Steel Metric Nuts [Metric]. 15. ASTM F 1941 - Specification for Electrodeposited Coatings on Threaded Fasteners (Unified Inch Screw Threads (UN/UNR)). ZCCU-TWDC 102213.DOCX 10 22 13 - 1 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS: continued 16. ASTM F 1941M - Specification for Electrodeposited Coatings on Threaded Fasteners [Metric]. E. ICC Evaluation Service, LLC: 1. ICC -ES AC70 - Acceptance Criteria for Fasteners Power -Driven into Concrete, Steel and Masonry Elements. F. SSPC: The Society for Protective Coatings: 1. SSPC-PA 1 - Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel. 2. SSPC-Paint 20 - Paint Specification No. 20: Zinc -Rich Coating Type I, "Inorganic," and Type II, "Organic". 3. SSPC-Paint 29 - Paint Specification No. 29: Zinc Dust Sacrificial Primer, Performance - Based. 4. SSPC-SP 6/NACE No. 3 - Joint Surface Preparation Specification SSPC- SP 6/NACE No. 3: Commercial Blast Cleaning. 1.04 DEFINITIONS: A. Intermediate Crimp: Wires pass over one and under the next adjacent wire in both directions, with wires crimped before weaving and with extra crimps between the intersections. B. Lock Crimp: Deep crimps at points of the intersection that lock wires securely in place. 1.05 SUBMITTALS: A. Product Data: For each type of product. B. Shop Drawings: 1. Include plans, elevations, sections, details, and attachments to other work. C. Samples for Initial Selection: For units with factory -applied color finishes. D. Samples for Verification: 1. Finishes: For each type of exposed finish required, prepared on Samples of not less than 3 by 5 inches (75 by 127 mm). E. Delegated -Design Submittal: For wire mesh partitions indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation. F. Welding certificates. G. Maintenance Data: For wire mesh partition hardware to include in maintenance manuals. 1.06 QUALITY ASSURANCE: A. Installer Qualifications: An employer of workers trained and approved by manufacturer. B. Welding Qualifications: Qualify procedures and personnel according to the following: 1. AWS DI.1/D1.1M, "Structural Welding Code - Steel." 2. AWS D1.3, "Structural Welding Code - Sheet Steel." 1.07 DELIVERY, STORAGE, AND HANDLING: A. Deliver wire mesh items with cardboard protectors on perimeters of panels and doors and with posts wrapped to provide protection during transit and Project -Site storage. Use vented plastic. B. Inventory wire mesh partition door hardware on receipt, and provide secure lockup for wire mesh partition door hardware delivered to Project Site. ZCCU-TWDC 102213.DOCX 10 22 13 - 2 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS: continued 1. Tag each item or package separately with identification, and include basic installation instructions with each item or package. 1.08 FIELD CONDITIONS: A. Field Measurements: Verify actual dimensions of construction contiguous with wire mesh units by field measurements before fabrication. PART 2 - PRODUCTS 2.01 MANUFACTURERS: A. Basis -of -Design Product: Subject to compliance with requirements, provide Wire Crafters, LLC.; Style 840 or comparable product by one of the following: 1. American Woven Wire Corporation. 2. California Wire Products Corporation. 3. Folding Guard Corporation. 4. Jesco Industries, Inc. 2.02 PERFORMANCE REQUIREMENTS: A. Delegated Design: Engage a qualified professional engineer to design wire mesh units. B. Structural Performance: Wire mesh units shall withstand the effects of gravity loads and the following loads and stresses within limits and under conditions indicated. 1. Concentrated load of 50 lbf (0.22 kN) applied horizontally on an area of 1 sq. ft. (0.093 sq. m) at any location on a panel. 2. Total load of 200 lbf (0.89 kN) applied uniformly over each panel. 3. Concentrated load and total load need not be assumed to act concurrently. C. Seismic Performance: Wire mesh units shall withstand the effects of earthquake motions determined according to ASCE/SEI 7. 1. Component Importance Factor: 1.5. 2.03 MATERIALS: A. Steel Wire: ASTM A510 (ASTM A510M). B. Steel Plates, Channels, Angles, and Bars: ASTM A36/A36M. C. Steel Sheet: Cold -rolled steel sheet, ASTM A1008/A1008M, Commercial Steel (CS), Type B. D. Steel Pipe: ASTM A53/A53M, Schedule 40, unless another weight is indicated or required by structural loads. E. Steel Tubing: ASTM A500/A500M, cold -formed structural -steel tubing or ASTM A513/A513M, Type 5, mandrel -drawn mechanical tubing. F. Metallic -Coated Steel Sheet: ASTM A653/A653M, Commercial Steel (CS), Type B; with G60 (Z180) zinc (galvanized) or A60 (ZF180) zinc -iron -alloy (galvannealed) coating designation. G. Panel -to -Panel Fasteners: Manufacturer's standard steel bolts, nuts, and washers. H. Post -Installed Anchors: Capable of sustaining, without failure, a load equal to 6 times the load imposed when installed in unit masonry and 4 times the load imposed when installed in concrete, as determined by testing according to ASTM E488/E488M, conducted by a qualified independent testing agency. ZCCU-TWDC 102213.DOCX 10 22 13 - 3 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS: continued 1. Material for Exterior Locations and Where Stainless Steel Is Indicated: Alloy Group 2 (A4) stainless-steel bolts, ASTM F593 (ASTM F738M), and nuts, ASTM F594 (ASTM F836M). I. Power -Driven Fasteners: ICC -ES AC70. J. Seismic Bracing: Angles with legs not less than 1-1/4 inch (32 mm) wide, formed from 0.040 inch (1.0 mm) thick, metallic -coated steel sheet; with bolted connections and 1/4 inch (6 mm) diameter bolts. K. Zinc -Rich Primer: Compatible with topcoat, complying with SSPC-Paint 20 or SSPC-Paint 29. L. Galvanizing Repair Paint: High -zinc -dust -content paint for regalvanizing welds in steel, complying with SSPC-Paint 20. 2.04 HEAVY-DUTY WIRE MESH PARTITIONS: A. Mesh: 0.135 inch (3.4 mm) diameter, steel wire woven into 1-1/8 by 2-1/8 inch (29 mm by 54 mm) rectangular mesh. B. Vertical and Horizontal Panel Framing: 1-1/4 by 1-1/4 by 1/8 inch (32 by 32 by 3.2 mm) steel angles; with holes for 3/8 inch (9.5 mm) diameter bolts not more than 12 inches (300 mm) o.c. C. Horizontal Panel Stiffeners: Two cold -rolled steel channels, 1 by 1/2 by 1/8 inch (25 by 13 by 3.2 mm), bolted or riveted toe to toe through mesh. D. Top Capping Bars: 3 by 1 inch (76 by 25 mm) steel channels. E. Posts for 90 -Degree Corners: 2 by 2 by 0.075 inch (50 by 50 by 1.9 mm) steel tubes, with holes for 3/8 inch (9.5 mm) diameter bolts aligning with bolt holes in vertical framing; with 1/4 inch (6.4 mm) steel base plates. F. Line Posts: 2 by 2 by 0.075 inch (50 by 50 by 1.9 mm) steel tubes with 1/4 inch (6.4 mm) steel base plates. G. End Posts: 2 by 2 by 0.075 inch (50 by 50 by 1.9 mm) steel tubes with 1/4 inch (6.4 mm) steel base plates H. Swinging Doors: Fabricated from same mesh as partitions, with framing fabricated from 1-1/2 by 3/4 by 1/8 inch (38 by 19 by 3.2 mm) steel channels, banded with 1-1/2 by 1/8 inch (38 by 3.2 mm) flat steel bar cover plates on four sides, and with 1/8 inch (3.2 mm) thick angle strike bar and cover on strike jamb. 1. Hinges: Full -surface type, 3-1/2 by 3-1/2 inch (89 by 89 mm) steel, three per door; bolted, riveted, or welded to door and jamb framing. 2. Exit Device: Rim type as specified in Section 08 71 11 - "Door Hardware (Descriptive Specification)." I. Sliding Doors: Fabricated from same mesh as partitions, with framing fabricated from 1-1/4 by 1-1/4 by 1/8 inch (32 by 32 by 3.2 mm) steel angles. 1. Hardware: Four-wheel roller -bearing carriers, box track, and bottom guide channel for each door. 2. Cylinder Lock: Mortise type with cylinder specified in Section 08 71 1.1 - "Door Hardware (Descriptive Specification)"; operated by key outside and inside; mounted in lower section of door. J. Accessories: 1. Wall Clips: Manufacturer's standard, cold -rolled steel sheet. K. Finish: Powder -coated finish unless otherwise indicated. 1. Color: As selected by Architect from manufacturer's full range. ZCCU-TWDC 102213.DOCX 10 22 13 - 4 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS: continued 2.05 WIRE MESH CEILINGS: A. Mesh, Framing, and Stiffeners: Fabricated from same mesh and framing as wire mesh partition panels. B. Perimeter Partition Supports: 1-1/2 by 1-1/2 by 0.075 inch (38 by 38 by 1.9 mm) steel angle, with holes for 1/4 inch (6 mm) diameter bolts aligned for bolting to top of wire mesh partitions and to sides of wire mesh ceiling panels. C. Wall Supports: 1-1/2 by 1-1/2 -by 0.075 inch (38 by 38 by 1.9 mm) steel angle punched for attachment to wall and wire mesh ceiling panels. D. Intermediate Supports: Steel rectangular tubes, as recommended by manufacturer. E. Intermediate Support Posts: 2 by 2 by 0.075 inch (50 by 50 by 1.9 mm) steel tubes. F. Finishes: Match adjacent wire mesh partitions. 2.06 FABRICATION: A. General: Fabricate wire mesh items from components of sizes not less than those indicated. Use larger -sized components as recommended by wire mesh item manufacturer. Furnish bolts, hardware, and accessories required for complete installation with manufacturer's standard finishes. 1. Fabricate wire mesh items to be readily disassembled. 2. Welding: Weld corner joints of framing and finish sand. B. Heavy -Duty Wire Mesh Partitions: Fabricate wire mesh partitions with cutouts for pipes, ducts, beams, and other items indicated. Finish edges of cutouts to provide a neat, protective edge. 1. Mesh: Weld mesh to framing. 2. Framing: Fabricate framing with mortise and tenon corner construction. a. Provide horizontal stiffeners as indicated or, if not indicated, as required by panel height and as recommended by wire mesh partition manufacturer. Weld horizontal stiffeners to vertical framing. b. Fabricate partition and door framing with slotted holes for connecting adjacent panels. 3. Fabricate wire mesh partitions with 3 to 4 inches (75 to 100 mm) of clear space between finished floor and bottom horizontal framing. 4. Doors: Align bottom of door with bottom of adjacent panels. a. For doors that do not extend full height of partition, provide transom over door, fabricated from same mesh and framing as partition panels. 5. Hardware Preparation: Mortise, reinforce, drill, and tap doors and framing as required to install hardware. C. Wire Mesh Ceilings: Fabricate wire mesh partitions with cutouts for pipes, ducts, beams, and other items indicated. Finish edges of cutouts to provide a neat, protective edge. 1. Mesh: Weld mesh to framing. 2. Framing: Fabricate framing with welded corner construction. a. Provide stiffeners as indicated or, if not indicated, as required by panel span and as recommended by wire mesh ceiling manufacturer. Weld stiffeners to framing. 2.07 STEEL AND IRON FINISHES: A. Galvanizing: Hot -dip galvanize items as indicated to comply with ASTM A153/A153M for steel and iron hardware and with ASTM A123/A123M for other steel and iron products. ZCCU-TWDC 102213.DOCX 10 22 13 - 5 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS: continued 1. Do not quench or apply post -galvanizing treatments that might interfere with paint adhesion. B. Preparation for Shop Priming Galvanized Items: After galvanizing, thoroughly clean items of grease, dirt, oil, flux, and other foreign matter, and treat with metallic phosphate process. C. Shop Priming: Apply shop primer to uncoated surfaces of wire mesh units unless otherwise indicated. Comply with SSPC-PA 1, "Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel," for shop painting. D. Powder -Coat Finish: Immediately after cleaning and pretreating, apply manufacturer's standard baked -on powder -coat finish, suitable for use indicated, with a minimum dry film thickness of 2 mils (0.05 mm). 1. Color and Gloss: As selected by Architect from manufacturer's full range. PART 3 - EXECUTION 3.01 EXAMINATION: A. Examine areas, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. B. Examine floors for suitable conditions where wire mesh items will be installed. C. Examine walls to which wire mesh items will be attached for properly located blocking, grounds, and other solid backing for attachment of support fasteners. D. Proceed with installation only after unsatisfactory conditions have been corrected. 3.02 WIRE MESH PARTITIONS ERECTION: A. Anchor wire mesh partitions to floor with 3/8 inch (9.5 mm) diameter postinstalled expansion anchors at 12 inches (300 mm) o.c. through anchor clips located at each post and corner. Shim anchor clips as required to achieve level and plumb installation. 1. Anchors may be set with power -actuated fasteners instead of postinstalled expansion anchors if indicated on Shop Drawings. B. Anchor wire mesh partitions to walls at 12 inches (305 mm) o.c. through back corner panel framing and as follows: 1. For concrete and solid masonry anchorage, use expansion anchors. 2. For hollow masonry anchorage, use toggle bolts. C. Provide line posts at locations indicated or, if not indicated, as follows: 1. On each side of sliding -door openings. 2. For partitions that are 7 to 9 feet (2.1 to 2.7 m) high, spaced at 15 to 20 feet (4.6 to 6.1 m) o.c. D. Provide seismic supports and bracing as indicated or, if not indicated, as recommended by manufacturer and as required for stability, extending and fastening members to supporting structure. E. Where standard -width wire mesh partition panels do not fill entire length of run, provide adjustable filler panels to fill openings. F. Install doors complete with door hardware. G. Bolt accessories to wire mesh partition framing. 3.03 WIRE MESH CEILINGS ERECTION: A. Anchor wall support angle to walls at 12 inches (300 mm) o.c. and as follows: ZCCU-TWDC 102213.DOCX 10 22 13 - 6 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS: continued 1. For concrete and solid masonry anchorage, use expansion anchors. 2. For hollow masonry anchorage, use toggle bolts. B. Attach wire mesh ceiling panels to wall support angles with bolts at 12 inches (305 mm) o.c. C. Attach wire mesh ceiling panels to wire mesh partitions with slotted angles bolted to sides of ceiling panels and to top of partitions at 12 inches (305 mm) o.c. D. Attach wire mesh ceiling panels to intermediate supports as recommended by manufacturer. E. Provide seismic supports and bracing as indicated or, if not indicated, as recommended by manufacturer and as required for stability, extending and fastening members to supporting structure. 3.04 ADJUSTING AND CLEANING: A. Adjust doors to operate smoothly and easily, without binding or warping. Adjust hardware to function smoothly. Confirm that latches and locks engage accurately and securely without forcing or binding. B. Remove and replace defective work, including doors and framing that are warped, bowed, or otherwise unacceptable. C. Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas. Paint uncoated and abraded areas with the same material as used for shop painting to comply with SSPC-PA 1 for touching up shop -painted surfaces. END OF SECTION 10 22 13 ZCCU-TWDC 102213.DOCX 10 22 13 - 7 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 10 22 13 — WIRE MESH PARTITIONS: continued THIS PAGE IS INTENTIONALLY LEFT BLANK. ZCCU-TWDC 102213.DOCX 10 22 13 - 8 B&McD No.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes earthwork activities related to Site preparation and installation of drainage pipes, and underground electric utilities, including: 1. Clearing and Grubbing. 2. Disposal of Waste Materials. 3. Stripping. 4. Excavation and Trenching. 5. Stockpiling. 6. Backfilling. 7. Borrow. 8. Granular Fill. 9. 10. Topsoiling. 11. Measurement. 12. Maintenance and Repair. 1.03 RELATED REQUIREMENTS: A. Section 33 41 00 — "Storm Drainage System." 1.04 DEFINITIONS: REFER TO PART 2 FOR DETAILED DEFINITIONS AND INCLUDED MATERIALS. A. Backfilling: Material placed in a trench for underground utilities. B. Borrow: Earth materials obtained from sources other than excavations or stockpiles within the area to be graded by Contractor. C. Clearing: The removal of trees, shrubs, and other vegetation above the existing grade surface. D. Demolition: The removal of improvements without regard to class and type of construction or material. E. Excavation: Material removed (cut) below the elevation of the stripped ground surface, or material removed for trenching or structure foundations. F. Grubbing: The removal of roots, shrubs, and other vegetation to a depth below the ground surface. G. Stabilize: Placement of sod, seed, riprap, or crushed rock in order to prevent the erosion of soil. H. Stripping: Excavation of an overlying layer of material to expose material of a different type, use, or class. I. Subgrade: The surface layer of earth on which structures, pavements, rock surfacing, or other surfacing materials, except topsoil, are to be placed. 31 20 00 - 1 ZCCU-TMDC31 20 00 SITE PREP.DOCX B&MCD NO.: 91942 SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued J. Topsoil: The final surface layer of earth material intended to support vegetation. 1.05 REFERENCE STANDARDS: A. Applicable Standards: 1. American Society for Testing and Materials (ASTM): a. C33 - Standard Specification for Concrete Aggregates. b. C88 - Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate. c. C131 - Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. d. D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort. e. D1556 - Density and Unit Weight of Soil In -Place by Sand Cone Method. f. D2167 - Test for Density and Unit Weight of Soil In -Place by the Rubber Balloon Method. g. D3017 - Test Method for Moisture Content of Soil and Rock In -Place by Nuclear Methods (Shallow Depth). h. D4253 - Test Method for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table. i. D4254 - Test Method for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density. j. D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. k. D4546 - One -Dimensional Swell/Settlement Potential of Cohesive Soils. 1. D6938 - Standard Test Method for In -Place Density and Water Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth). 1.06 SUBMITTALS: A. Submit as specified in Division 01. B. Includes, but not limited to manufacturer's certification of materials compliance with the Specifications. 1.07 JOB CONDITIONS: A. Lines and grades shall be as indicated. Contractor shall use these benchmarks and reference points and any other points that Contractor may have to establish the layout and construct the Work properly. B. Carefully maintain all bench marks and monuments and replace as directed if disturbed or destroyed at no additional cost to Owner. C. Disposition of Existing Facilities, Structures, and Property: 1. Adequately protect from damage all existing utilities, structures, and property and remove or relocate only as indicated, specified, or as directed. 2. It shall be the Contractor's responsibility to have existing underground utilities located and verified prior to earth moving activities. 3. Report inactive and abandoned utilities encountered in excavating and grading operations. D. Protection of Trees: Protect tops, trunks, and roots of existing trees on Project Site and borrow sites which are to remain, as follows: 1. Box, fence around, or otherwise protect trees before any construction work is started. 2. Do not permit heavy equipment or stockpiles within branch spread. 312000-2 B&MCD NO.: 91942 ZCCU-TMDC31 20 00 SITE PREP.DOCX SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued 3. Trim or prune to obtain working space in lieu of complete removal when possible. Conduct operation as follows: a. With experienced personnel. b. Conform with good horticultural practice. c. Preserve natural shape and character. d. Protect cuts with approved tree paint. 4. Grade around trees as follows: a. Trenching: Where trenching is required around trees which are to remain avoid cutting the tree roots by careful hand tunneling under or around the roots. Avoid injury to or prolonged exposure of roots. b. Raising Grades: Where existing grade at a tree is below the new finished grade and fill not exceeding 16 inches is required, place 1 to 2 inches of clean, washed gravel directly around the tree trunk. Extend gravel out from trunk on all sides at least 18 inches and finish 2 inches above finished grade at tree. Install gravel before earth fill is placed. Do not leave new earth fill in contact with any tree trunks. c. Lowering Grades: Regrade by hand to elevation required around existing trees in areas where new finished grade is to be lower. As required, cut the roots cleanly 3 inches below finished grade, and cover scars with tree paint. 5. Remove and grub when damage occurs and survival is doubtful. 6. Replace with similar item when damaged through carelessness and so requested. E. Environmental Protection: 1. It is mandatory that the Contractor employ construction methods and techniques that will result in the least detrimental impact upon the environment. Actions taken by the Contractor shall include, but are not limited to the following: a. Erosion and Sediment Control plans shall be implemented as indicated on plan Drawings. b. Contractor shall furnish, install, construct, and maintain temporary erosion and sediment control measures to control erosion and minimize the siltation of intermittent streams and the pollution of private properties. Temporary erosion and sediment control measures shall be constructed in substantial compliance with local, state, federal, and jurisdictional agencies regulation and shall be maintained until completion of Contract. c. During dry and windy weather conditions, watering trucks shall be used to lessen wind erosion and dusting problems on areas not surfaced with turf or crushed rock that are subject to wind erosion. d. Contractor shall repair ruts before leaving the area. At the conclusion of each working day the Site shall be left in a condition to prevent soil erosion due to a possible rainfall event. e. Areas that are damaged by construction activities shall be regraded to their original condition and resurfaced as specified or as directed at no extra cost to Owner. f. Care should be taken to avoid oil or fuel spills and other pollution. Areas polluted shall be cleaned and restored to their original condition at no extra cost to Owner. g. If items or areas of possible archaeological interest are uncovered during construction, Contractor shall notify Owner immediately. h. The removal of trees and other vegetation on the Project Site shall be limited to that required by the new grading as indicated. 312000-3 ZCCU-TMDC31 20 00 SITE PREP.DOCX B&MCD NO.: 91942 SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued PART 2 - PRODUCTS 2.01 DEMOLITION: A. Remove existing structures and improvements to limits indicated, B. Materials not indicated or specified to be relocated or returned to Owner shall become the property of Contractor and be disposed of as specified in 'Disposal of Debris," this Section. C. Perform demolition work to protect existing facilities, structures, and property which are to remain, against damage from operations, falling debris, or other cause. D. If at any time safety of existing structure to remain is endangered, cease operations, notify Engineer, and do not resume operations prior to approval. E. Remove concrete by jack hammering, sawing, core drilling, or other approved method. F. Remove existing asphaltic pavement by jack hammering, sawing, scarifying, or other approved methods except as follows: 1. Existing asphaltic (or Portland cement concrete) pavement shall be sawed at point where pavement indicated to remain ends and pavement indicated to be removed begins. 2.02 CLEARING AND GRUBBING: A. Clear and grub all areas where earthwork is to be performed, including borrow areas, and any other areas beyond the earthwork limits where indicated. B. Clearing: 1. Clearing includes felling and disposal of trees, brush, and all other vegetation found on or above the existing ground surface inside the clearing limits. 2. Conduct Work in a manner to prevent damage to property and to provide for the safety of employees and others. 3. Keep operations within construction limits indicated. C. Grubbing: 1. Grubbing includes the removal and disposal of all tree stumps and roots where embankment is to be placed and when the excavated material is to be used as embankment. Removal and disposal of tree stumps and roots larger than 3 inches in diameter will be required at all other locations. 2. Backfill all excavated depressions with approved material and grade to drain. D. Disposal of Debris: 1. Dispose of debris from clearing and grubbing at a location off the Job Site, as arranged for by Contractor, at no additional cost to Owner. 2. Contractor may claim and salvage any timber or other debris which he may consider of value, but shall not delay in any manner either this Contract or other work with salvaging operations. 2.03 DISPOSAL OF WASTE MATERIALS: A. Waste Materials: 1. Waste material includes all excess suitable materials and materials unsuitable for use in the Work. 2. Remove unsuitable materials from Work area as excavated. 3. Dispose of waste materials off the Job Site, at a location arranged for by the Contractor, at no additional cost to Owner. 2.04 STRIPPING: A. Stripping shall consist of scraping areas clean of all brush, grass, weeds, roots, and other materials. 31 2000-4 B&MCD NO.: 91942 ZCCU-TMDC31 20 00 SITE PREP.DOCX SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued B. Remove topsoil from areas within limits of excavation, trenching, borrow, and areas designated to receive embankment. C. Strip to a minimum depth of 6 inches, but to a sufficient depth to remove excessive roots in heavy vegetation, unsuitable material, or brush areas and as required to remove all soil containing organic material or segregate topsoil. D. Stockpile topsoil where it will not interfere with construction operations or existing facilities operations. Stockpiled topsoil shall be reasonably free of subsoil, debris, and stones larger than 2 -inch diameter. E. Dispose of waste at a location off the Job Site, as arranged for by the Contractor, at no additional cost to Owner; or on Site at locations approved by Owner. 2.05 EXCAVATION AND TRENCHING: A. General: 1. Excavate all materials found within the limits for excavation. 2. Perform excavation by any recognized method of good practice to complete the job in the most expeditious manner in conformance with specified requirements. 3. Take precautions to ensure no damage to existing facilities or equipment, or other work. 4. All materials encountered, regardless of type, character composition and condition thereof, shall be considered "unclassified" for the purpose of payment. Determine quantity of various materials to be excavated prior to submitting Proposal. Rock encountered shall be handled at no additional cost to Owner. 5. Blasting will not be allowed. B. Trench Side Walls: 1. Make vertical or slope within specified trench width limitations below a horizontal plane 12 inches above top of pipe. 2. Make vertical or sloped (stepped) as required for stability, above a horizontal plane 12 inches above top of pipe. 3. Excavate without undercutting. C. Trench Depth: 1. Ground Wires and Electrical Conduits: a. Remove material required for alignment and elevation, or minimum depth of installation. 2. Drainage Pipes: a. Depth shall be sufficient to provide the minimum bedding requirements for the pipe being placed. b. Do not exceed that indicated where conditions of bottom are satisfactory. c. Increase depth as necessary to remove unsuitable supporting materials. Unsuitable materials shall be defined as mud, frozen earth, and material that is not free of debris, roots, organic matter, refuse, ashes, and cinders. D. Trench Bottom: 1. Protect and maintain when suitable natural materials are encountered. 2. Remove rock fragments and materials disturbed during excavation or dislodged from trench walls. E. Trench Width: 1. Excavate trench to a width which will permit satisfactory work clearances and thorough tamping of the bedding. 2. For single piper installation maintain trench widths below a plane 12 inches above top of pipe as follows: 312000-5 ZCCU-TMDC31 20 00 SITE PREP.DOCX B&MCD NO.: 91942 SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued Nominal Pipe Size Less Than 24 inches 24 to 60 inches Trench Width Minimum Pipe OD + 1 ft. Pipe OD + 2 ft. Maximum Pipe OD + 2 ft. Pipe OD+4ft. 3. Above plane defined in (b), no maximum limit. 4. Maximum trench width limitations shall apply beginning 3 feet from manhole or structure walls. 5. Maximum width shall be as near the minimum specified as can be controlled by construction equipment and methods utilized. 6. Correct when overexcavated at no additional cost to Owner. a. Restore overexcavation with granular fill. b. Obtain approval of Owner before proceeding. F. Trenching in Embankment Areas: Perform after compacted embankment has reached an elevation of not less than one foot above the top of the pipe. G. Sheeting and Bracing: Use where required by the Specifications or Drawings and where resulting slopes from excavation or trenching might endanger in-place or proposed structures or utilities. 2.06 STOCKPILING: A. Stockpile in amounts sufficient for and in a manner to segregate materials suitable for the following: 1. Topsoiling. 2. Constructing embankments. 3. Waste only. B. Do not obstruct or prevent access to the following: 1. Roads and driveways. 2. Utility control devices. 3. Ditches or natural drainage channels. 4. Material storage (lay -down) areas. 5. Indicated utility lines and poles. 6. Waste and borrow areas. C. Perform in a manner to avoid endangering the Work, stability of banks or structures, or health of trees and shrubs to be saved. D. Maintain safe distance between toe of stockpile and edge of excavation or trench. E. Stockpile in other areas or off Site when adjacent structures, easement limitations, or other restrictions prohibit sufficient storage adjacent to the Work. Off -Site areas shall be arranged for by Contractor at no additional cost to Owner. 2.07 BACKFILLING: A. Refers to material used in the backfilling of trenches. B. Includes suitable approved material from excavations and borrow area(s). C. Shall be friable sandy or silty clay containing fine material sufficient to provide a dense mass free of voids and capable of satisfactory compaction. D. Shall be free of roots or other organic matter, refuse, cinders, ice, snow, frozen earth, or other unsuitable matter. E. Do not use material containing gravel, stones, or shale particles with any dimension greater than one-half the specified loose layer thickness. 31 2000-6 B&MCD NO.: 91942 ZCCU-TMDC31 20 00 SITE PREP.DOCX SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued F. Perform wetting or drying of backfill material as required to obtain specified density. The moisture content at time of placement shall be within the following specified range: Lower Limit: 2% below optimum moisture content. Upper Limit: 3% above optimum moisture content. Moisture content shall be determined by ASTM D698. G. Compaction: 1. Cohesive material and cohesionless material smaller than the No. 4 sieve in embankment shall be compacted to 90% of the maximum dry density as determined by ASTM D698. 2. Cohesionless material in embankment shall be compacted to 70% of relative density as determined by ASTM D698. H. Trenches: 1. Place backfill to the elevations indicated in lifts no greater than 8 inches (uncompacted depth). 2. Do not place on frozen earth. 3. Backfill storm drainage pipes in 6 -inch lifts deposited alternately on opposite sides of pipe to a plane 12 inches above pipe. 4. Obtain compaction specified by normal methods and equipment without flooding. 5. Complete promptly after approval to proceed. 6. Backfill failing to meet specified densities shall be removed or scarified and recompacted to meet specified densities. 2.08 BORROW: A. Borrow materials refers to all embankment materials and topsoil obtained from approved locations either on or off the Job Site. B. Borrow material shall be as described for Earthen (Cohesive) Embankment under "Embankment," this Section. C. Borrow shall include all clearing, grubbing, excavating, handling, and final disposal of materials as specified. Borrow, if required, to bring embankment areas to the lines and grades indicated, shall be furnished by the Contractor, as specified, without additional compensation. D. Borrow areas shall be: 1. Arranged for by Contractor at no additional cost to Owner. 2. Subject to approval by Owner. E. Material removed from borrow areas shall be as approved by Owner. Excavate borrow material in uniform lifts not greater than 2 feet in thickness. 2.09 GRANULAR FILL: A. Material shall be crushed limestone or crushed natural gravel with the following gradation: (Insert local DOT specification for base material.) Sieve Designation Percent Passing by Weight 1 inch 100 3/4 inch 90-100 3/8 inch 20-55 No. 4 0-10 No. 8 0-5 31 2000-7 ZCCU-TMDC31 20 00 SITE PREP.DOCX B&MCD NO.: 91942 SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued B. Material shall not have a loss of more than 12% after 5 cycles when tested for soundness with sodium sulfate as described in AASHTO T104. C. Percentage of wear shall not exceed 40 after 500 revolutions as determined by ASTM C131. D. Use: 1. Under slabs on grade. 2. To correct over excavation in trenches. 3. As pipe embedment material. E. Place on subgrades where indicated prior to placing concrete slabs on grade. F. Place in trench bottom to spring line of pipe. G. Compact as specified under "Embankment" in this Section. 2.10 TOPSOILING: A. Shall be material excavated from within the upper 6 inches to I foot; and be obtained from Site areas having healthy plant growth prior to stripping. B. Contractor may furnish topsoil from off -Site borrow areas at his option and without additional charge to Owner provided these materials are: 1. From that portion of the soil profile defined as the "A" horizon by the Soil Science Society of America. 2. Fertile, friable, and loamy soil of uniform quality without admixture of subsoil materials, gravel, hardpan, debris, or other similar impurities. 3. Demonstrate healthy plant growth prior to stripping. 4. From areas from which topsoil has not been previously removed by erosion or mechanical methods. C. Place topsoil on all areas indicated. D. Treatment of Subgrade Prior to Topsoil Placement: 1. Clear Site of vegetation heavy enough to interfere with proper grading and tillage operations. 2. Clear surfaces of all stones or other objects larger than 3 inches in thickness or diameter, all roots, brush, wire, grade stakes, or other objectionable material. 3. Loosen subgrade by discing or scarifying to a depth of 2 inches wherever compacted by traffic or other causes to permit bonding of the topsoil to the subgrade. E. Placement: 1. Clear Site of vegetation heavy enough to interfere with proper grading and tillage operations. 2. Clear surfaces of all stones or other objects larger than 3 inches in thickness or diameter, all roots, brush, wire, grade stakes, or other objectionable material. 3. Loosen subgrade by discing or scarifying to a depth of 2 inches wherever compacted by traffic or other causes to permit bonding of the topsoil to the subgrade. 4. Distribute topsoil over required areas without compaction other than that obtained with spreading equipment. 5. Place material within following limits: a. Not less than 4 inches in depth. b. Do not exceed 6 inches in depth. 6. Shape cuts, fills, and embankments to contours indicated. 7. Grade to match contours of adjacent areas and permit proper natural drainage. 8. Grade a gentle mound over trenches. F. After spreading topsoil, clear surface of stones or other objects larger than 2 inches in thickness or diameter and of objects that might interfere with planting and maintenance operations. G. Protect areas from the elements until grass is established. Repair eroded areas as required. 31 2000-8 B&MCD NO.: 91942 ZCCU-TMDC31 20 00 SITE PREP.DOCX SECTION 31 20 00 — SITE PREPARATION AND EARTHWORK: continued H. Keep paved areas clean. 2.11 MEASUREMENT: A. In the event of changes made during the construction period, the following units shall be used and payment will be made at the respective unit price listed in the Contract. 1. Clearing and Grubbing shall be measured by the acre (ACRE). 2. Stripping shall be measured by the cubic yard bank measure (BCY). Bank measure is defined as the volume of material in its natural position prior to loosening before it is excavated. 3. Excavation and Trenching shall be measured by the cubic yard bank measure (BCY). 4. Disposal of Waste Material shall be measured by the cubic yard bank measure (BCY). 5. Embankment shall be measured by the cubic yard compacted measure (CCY). Compacted measure is defined as the volume of material after it has been placed and compacted as specified. 6. Borrow shall be measured by the cubic yard compacted measure (CCY). 2.12 MAINTENANCE AND REPAIR: A. Maintenance: 1. Protect newly graded areas from actions of the elements. 2. Settling or erosion shall be filled, repaired, and grades reestablished to elevations and slopes indicated. B. Correction of Settlement: 1. Contractor is responsible for correcting any excessive settlement as determined by Owner, for the specific areas of embankments or backfill and damages created thereby within one year after acceptance of the Work. 2. Make repairs within 10 days from and after due notification by Owner of embankment or backfill settlement and resulting damage. 3. Make own arrangements for access to the Site for purposes of repair. END OF SECTION 31 20 00 31 2000-9 ZCCU-TMDC31 20 00 SITE PREP.DOCX B&MCD NO.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11 /04/2016, REV 0 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes: 1. Excavation, sheeting, bracing and all operations necessary for the preparation of trenches for bedding of pipes and pipe appurtenances, conduit and buried cable. 2. Pipe embedments and encasements. 3. Filling under, adjacent, and above pipes, conduits and buried cables of trenches. B. Related Work Specified Elsewhere: 1. Site Preparation and Earthwork: SECTION 312000. 2. Excavation and Filling for Structures: SECTION 312316. 1.02 REFERENCES: A. Applicable Standards: 1. American Society for Testing and Materials (ASTM): Equivalent AASHTO standards may be substituted as approved. a. C88 - Test Methods for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate. b. D698 - Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort 12,400 ft-lbf/ft3 . c. D1241 - Materials for Soil -Aggregate Subbase, Base, and Surface Courses. d. D1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort 56,000 ft-lbf/ft). e. D4254 - Test Method for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density. f. D4318 - Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. g. D6938 - Standard Test Methods for In -Place Density and Water Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth). ZCCU-TMDC312333.PO2 312333-1 B&MCD NO.: 91942 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued h. STP 479 - Special Procedures for Testing Soil and Rock for Engineering Purposes, 5th Edition, "Burmister Method." 2. U.S. Department of Interior, Bureau of Reclamation (USBR): a. Earth Manual, 2nd Edition, Designation E-12, Relative Density of Cohesionless Soils, Alternate Method. 3. State of Washington Standard Specifications for Highway and Bridge Construction. 1.03 SUBMITTALS: A. Submit as specified in DIVISION 1. 1.04 QUALITY ASSURANCE: A. Sampling and Testing: 1. Tests to determine conformance with all requirements of this Specification for quality and properties of all Contractor -secured materials, including borrow materialsproposed for use, shall be performed by an independent, commercial laboratory retained and compensated by Contractor, and approved by Engineer. 2. Copies of reports and certificates regarding tests and inspection of equipment, materials, and completed Work shall be distributed as specified in DIVISION 1. Furnish specific schedule for sampling to provide Engineer with the opportunity to observe sampling. PART 2 - PRODUCTS 2.01 MATERIALS: A. Definitions and classifications of materials used in this Section are stated in PART 3 - EXECUTION this Section. PART 3 - EXECUTION 3.01 TRENCHING: A. General: 1. Excavate all materials within the specified limits for excavation. 2. Perform excavation by any recognized method of good practice to complete the Work in the most expeditious manner in conformance with specified requirements. 3. Take precautions to ensure no damage to existing facilities or equipment, or other work. B&MCD NO.: 91942 312333-2 ZCCU-TMDC312333.PO2 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued 4. All materials encountered, regardless of type, character, composition, and condition thereof, shall be considered "unclassified" for the purpose of payment. Determine quantity of various materials to be excavated prior to submitting BID FORM. Rock encountered shall be handled at no extra cost to Owner. B. Equipment and Methods: 1. Types of equipment and methods may be at Contractor's option, where structures or other facilities are not endangered. 2. Perform by hand methods when required to save or protect trees, culverts, utilities, or other structures above or below ground. 3. Maximum length of open trench shall be limited to _25_ feet in advance and to 25 feet behind pipe installation except as approved by Engineer. C. Side Walls: 1. Make vertical or slope within specified trench width limitations below a horizontal plane 12 inches above top of pipe. 2. Make vertical or sloped as required for stability, above a horizontal plane 12 inches above top of pipe. 3. Excavate without undercutting. 4. Sheet and brace where necessary. a. Use where required by Specifications or Drawings and where resulting slopes from excavation or trenching might endanger (in-place or) proposed structures. b. Mandatory where sloped side walls would extend beyond construction right-of-way and as indicated on Drawings. c. Provide on Site prior to start of excavation in each section, and make such adjustments as are required to meet unexpected conditions. d. Space and arrange sheeting and bracing as required to exclude adjacent material and according to the stability of excavation slopes. e. Remove simultaneously with filling, except as otherwise approved, and fill voids left after withdrawal with granular fill or other approved material. f. Leave in place when required by conditions of supported material and cut off at approved elevation below the surface. (1) No higher than one foot below finished surface grade, and (2) No lower than one foot above top of buried pipe or conduits. D. Trench Depth: ZCCU-TMDC312333.P02 312333-3 B&MCD NO.: 91942 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued 1. Depth shall be sufficient to provide the minimum bedding requirements for the pipe being placed. 2. Do not exceed that indicated where conditions of bottom are satisfactory. 3. Increase depth as necessary to remove unsuitable supporting materials. Unsuitable materials shall be defined as mud, muck, frozen earth, and material that is not free of debris, roots, organic matter, refuse, ashes, and cinders. E. Trench Bottom: 1. Protect and maintain when suitable natural materials are encountered. 2. Remove rock fragments and materials disturbed during excavation or raveled from trench walls. F. Trench Width: 1. Excavate trench to a width which will permit satisfactory jointing of the pipe and thorough tamping of the bedding. 2. For single pipe installation maintain trench widths below a plane 12 inches above top of pipe as follows: Trench Width Nominal Pipe Size Minimum Maximum Less than 24" Pipe od + 1' Pipe od + 2' 24" to 60" Pipe od + 2' Pipe od + 4' Larger than 60" Pipe od + 3' Pipe od + 5' 3. For multiple pipe installations maintain trench widths below a plane 12 inches above the top of the largest pipe as follows: Trench Clearances Nominal Pipe Size Minimum From Maximum From of Outside Pipe Outside Pipe Outside Pipe Less than 24" 6" 12" 24" to 60" 12" 24" Larger than 60" 18" 30" 4. Above plane defined in 2. and 3., no maximum limit. B&MCD NO.: 91942 312333-4 ZCCU-TMDC312333.PO2 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued 5. Maximum trench width limitations shall apply beginning 3 feet from manhole or structure walls. 6. Maximum width shall be as near the minimum specified as can be controlled by construction equipment and methods used. 7. Correct when overexcavated at no additional cost to Owner. a. Restore overexcavation with concrete. b. Obtain approval of Engineer before proceeding. G. Trenching in Fill Areas: Perform after compacted fill has reached an elevation of not less than one foot above the top of the pipe. H. Test Pits: 1. Excavate test pits sufficiently in advance of trenching to enable adequate planning of construction procedure. 2. Locate as follows: a. Where unstable material is suspected that may require special protective measures. b. Where ground water may require special handling methods. c. Where advisable to assess adequacy of blasting pattern. d. Where indicated or otherwise approved. e. Where interference or conflict with other utilities and/or structures could affect alignment of pipe. 3. With lateral dimension not less than minimum trench width specified for location excavated. 4. To depth required to obtain information desired. 5. Basis of Payment: All test pit excavation, backfilling, and related work shall be considered a subsidiary obligation of Contractor under other Contract Items, and no direct payment shall be made. 3.02 PIPE EMBEDMENTS AND ENCASEMENTS: A. Granular Pipe Embedment: 1. Gradation: Conform to one of the following: a. Gravel or crushed stone which shall not have a loss of more than 15% after 5 cycles when tested for soundness with sodium sulfate as described in ASTM C88, and shall be of the following gradation: ZCCU-TMDC312333.PO2 312333-5 B&MCD NO.: 91942 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued Percent Passing Sieve Size 100 3/4 -inch 60-100 1/2 -inch 0-5 No. 4 2. Placement: Place granular embedment as follows: a. Level bottom layer at proper grade to receive and uniformly support pipe barrel throughout its length. b. Form depression under each joint such that no part of bell or coupling is in contact with trench when pipe is placed in position. c. Add second layer simultaneously to both sides of the pipe with care to avoid displacement. d. Complete promptly after completion of jointing operationsand approval to proceed. e. Substitute for any part of earth fill to within 2 feet of final grade at Contractor's option. 3. Compaction: Compact granular bedding as follows: a. In lifts not exceeding 12 inches in compacted depth. b. Rod, spade, or use pneumatic or vibratory equipment: (1) Throughout depth of embedment. 4. Form to dimensions indicated or construct full width of trench. 5. Start and terminate encasement at a pipe joint, leaving joints at both ends of encased section outside concrete encasement. 6. Install keyed construction joints coincident with pipe joints at 30- to 36 -foot intervals. Provide separation of at least 75% of cross-section area at construction joints. Do not run horizontal steel through joint. 7. Suitably support and block pipe to maintain position and prevent flotation. 8. Place arch encasement promptly after installation of granular embedment. 9. Protect against damage by heavy equipment with layer of earth. Use hand methods to a horizontal plane 12 inches above top of encasement. 10. Concrete and reinforcing steel shall conform to applicable requirements of DIVISION 3. 11. Place on undisturbed trench bottom or on stabilized subbase, as indicated. 12. Form to dimensions indicated or construct full width of trench. B&MCD NO.: 91942 312333-6 ZCCU-TMDC312333.PO2 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued 13. Start and terminate concrete cradle at a pipe joint, leaving the joints on both ends outside the concrete cradle. 14. Place without horizontal construction joints other than indicated. 15. Suitably support and block pipe to maintain position and prevent flotation. 3.03 TRENCH FILL: A. General: 1. Complete placement promptly after approval to proceed. a. Upon completion of pipe embedment. 2. Use hand methods to a horizontal plane 12 inches above top of conduit or duct banks. 3. Use approved mechanical methods where hand fill is not required. 4. Until compacted depth over conduit exceeds 3 feet, do not drop fill material over 5 feet. Then distance may be increased 2 feet for each additional foot of cover. B. Earthen (Cohesive) Fill: 1. Suitable fill materials include material from excavations and borrow areas that is free of debris, roots, organic matter, refuse, ashes, cinders, frozen earth, and which is free of rock with any dimension greater than one-half the specified thickness. 2. Unsuitable materials include material that does not conform to the above or other materials that are determined by Engineer as too wet or otherwise unsuitable for providing a stable fill. 3. That portion of material passing the No. 40 sieve shall have a liquid limit not exceeding 40 and a plastic index not exceeding 25 when tested in accordance with ASTM D4318. 4. Material shall be friable sandy or silty clay containing sufficient fine material to provide a dense mass free of voids when compacted. When impact compacted, these materials will produce a well-defined moisture -density relationship curve. 5. Material shall not contain more than 10% by volume of rock and gravel and not contain particles with maximum dimension greater than one-half the depth of the layer to be compacted. 6. Material for construction of dikes and impoundment liner shall not contain rock or gravel. 7. Compact with approved equipment to a minimum of _2_% of maximum dry density within the moisture content range from _2_% below optimum to _2_% above optimum. Optimum moisture and maximum density shall be determined by ASTM D1557. ZCCU-TMDC312333.PO2 312333-7 B&MCD NO.: 91942 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued 8. Place fill material in 8 -inch maximum layers (uncompacted depth) in areas requiring _95_% compaction and in 12 -inch maximum layers (uncompacted depth) in all other fill areas. 9. Perform any wetting or drying of the material as required to obtain the specified density when compacted and to maintain specified moisture content range at the time of placement. 10. Under pavements and shoulders, compact top 6 inches to a minimum of 95% of maximum density. Compact remainder of depth to a minimum of _90_% of maximum density (where maximum density is the density at optimum moisture content) within the moisture content range from _2_% below optimum to _2_% above optimum. Optimum moisture content and maximum density shall be determined by (ASTM D698) (ASTM D1557). C. Sand and Gravel (Cohesionless) Fill: 1. Suitable fill materials include material from excavations and borrow areas that is free of debris, roots, organic matter, refuse, ashes, cinders, frozen earth, and which is free of rock with any dimension greater than one-half the specified thickness. 2. Unsuitable materials include material that does not conform to the above or other materials that are determined by Engineer as too wet or otherwise unsuitable for providing a stable fill. 3. That portion of material passing the No. 40 sieve shall have a liquid limit not exceeding 40 and a plastic index not exceeding 25 when tested in accordance with ASTM D4218. 4. Include gravels, gravel -sand mixtures, sands, and gravelly sands exclusive of clayey and silty components. These materials have the following properties: a. Free -draining. b. Impact compaction will not produce a well-defined moisture -density relationship curve. c. The maximum density by impact methods will generally be less than by vibratory methods. 5. Place sand and gravel fill in 12 -inch maximum lifts (uncompacted depth). 6. Obtain compaction by use of approved vibratory rollers and other equipment during the placement and grading of layers. D. Compaction Testing: B&MCD NO.: 91942 312333-8 ZCCU-TMDC312333.P02 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued 1. The method of in-place compaction testing, including density and moisture content, shall be as follows: a. Density - cohesive materials: (ASTM D2167) (ASTM D1556) (ASTM D6938). b. Density - cohesionless materials: ASTM D6938. c. Moisture Content: ASTM D6938. 2. The minimum frequency of in-place compaction testing including density and moisture content will be as follows: a. At least one test for every shift of compaction operations. 3. Fill failing to meet required densities shall be removed or scarified and recompacted as necessary to achieve specified results. 4. Removal of in-place material and replacement with approved new material will be required if scarifying and recompaction do not produce the required densities. E. Equipment: 1. Compaction equipment shall conform to the following requirements and be subject to the approval of Engineer. a. Tamping Rollers: (1) May be towed or self-propelled. (2) Have staggered uniformly spaced knobs or feet. When fully loaded, they shall exert at least 250 psi on combined area of tamping feet in contact with ground. (3) Be equipped with cleaning fingers maintained at full length to prevent accumulation of material between feet. (4) Maintain all equipment in good repair. b. Pneumatic rollers: (1) Have two axles, not less than 9 wheels with pneumatic tires of equal size, diameter, and ply rating, a rigid steel frame, and a body suitable for ballast loading. Tracking wheels shall overlap by a minimum of 1/4 -inch. (2) Tires shall be uniformly inflated at all times. (3) May be self-propelled or towed. c. Power tampers shall be used for compaction of material in areas where it is impractical or unsafe to use heavy equipment, and as recommended by Engineer. d. Vibratory rollers: ZCCU-TMDC312333.PO2 312333-9 B&MCD NO.: 91942 SECTION 312333 - TRENCHING AND FILLING FOR OPEN -CUT CONSTRUCTION: continued (1) Have either one or two smooth -surfaced steel drums with a minimum diameter of 42 inches. (2) Have a minimum vibrating force of 300 pounds per cycle per inch of drum width. (3) Have a minimum vibrating frequency of 1,200 cycles per minute with a means of adjusting the resonance of the dynamic force. (4) May be self-propelled or towed. e. Vibratory plate compactor may be used for compaction of sand and/or gravel material in areas where it is impractical or unsafe to use heavy equipment, and as recommended by Engineer. END OF SECTION 312333. B&MCD NO.: 91942 312333-10 ZCCU-TMDC312333.PO2 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS PART 1 - GENERAL 1.01 SUMMARY: A. Work under this Section consists of furnishing all labor, equipment, and materials necessary to install all drilled shafts for the zColo Chiller Update Project in Tukwila, WA. B. Work under this Section shall conform to all requirements of ACI 336.1 published by the American Concrete Institute, Farmington Hills, Michigan, except as modified herein. C. Drilled shafts shall be embedded to the required depth/tip elevation as noted on the Drawings. D. Contractor and/or Subcontractor shall visit the Site prior to bidding to observe and review specific Site conditions and requirements for equipment, methods, and costs to install drilled shafts. E. Contractor shall verify the location of all underground conduits, piping, duct banks and utilities prior to installing drilled shafts. 1.02 RELATED REQUIREMENTS: A. Section 03 10 00 - Concrete Formwork. B. Section 03 20 00 - Concrete Reinforcement. C. Section 03 30 00 - Concrete. 1.03 REFERENCE STANDARDS: A. General: 1. Standards listed by reference, including revisions by issuing authority, form a part of this Section to extent indicated. Standards listed are identified by issuing authority, authority abbreviation, designation number, title or other designation established by issuing authority. Standards subsequently referenced herein are referred to by issuing authority abbreviation and standard designation. 2. Where specifications and reference documents conflict, the Engineer shall make the final determination of applicable document. 3. Unless otherwise noted, the latest revision of the following reference standards shall apply to this Section. B. Applicable Standards: 1. American Concrete Institute (ACI): a. 336.1 - Specification for the Construction of Drilled Piers. 2. American Petroleum Institute (API): a. 13A - Specification for Drilling -Fluid Materials. 3. ASTM International (ASTM): a. A53 — Pipe, Steel, Black and Hot -Dipped, Zinc -Coated, Welded and Seamless. b. D698 — Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3). c. D2487 — Classification of Soils for Engineering Purposes (Unified Soil Classification System). d. D4253 — Maximum Index Density of Soils Using a Vibratory Table. e. D4254 — Minimum Index Density of Soils and Calculation of Relative Density. 1.04 DEFINITIONS: A. Allowable Service Load Bearing Pressure - The vertical pressure per unit area that may be applied to the bearing stratum at the level of the shaft bottom. Allowable service load bearing pressure has been selected on the basis of samples, tests, and applied soil mechanics, with due regard for the character of the loads to be applied and the settlements that can be tolerated. ZCCU-TWDC316329.DOCX 31 63 29 - 1 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued B. Bearing Stratum - The formation(s) or layer(s) of soil or rock that support the shaft and loads imposed on it. C. Casing - Protective steel casing usually of cylindrical shape, lowered into the excavated hole to protect workmen and observers entering the shaft from collapse or cave-in of the sidewalls and for the purpose of excluding soil and water from the excavation during drilling and concrete placement. D. Geotechnical Representative — The Geotechnical Representative shall be a graduate geotechnical engineer, graduate geologist, or geotechnical technician provided the technician has at least five years of relevant experience with the observation of drilled shaft installation. The Geotechnical Representative will be retained by the Owner. The Geotechnical Representative is responsible for observation and recording of material verification, drilled shaft installation sequence and methods, and other quality control documentation. E. Pumping of Concrete -"Underwater -Type Concrete" is conveyed by pressures through rigid pipe or flexible hose and discharged directly to bottom of shaft through slurry or under water. Pressure is applied by piston pumps, pneumatic compressed air, or squeeze pressure pumps in accordance with ACI 336.1. NOTE: The use of "Underwater -Type Concrete" will not be permitted during construction of drilled shafts which bear upon or are socketed into rock. F. Shaft - Drilled shaft above bearing surface. G. Slurry - Method of advancing drilled shaft hole where bentonite (sodium montmorillonite in accordance with API 13A) or anionic polymer is mixed with clean water or water within shaft to produce a slurry mixture capable of maintaining the stability of shaft walls and bottom in potentially caving and/or water -bearing soils. Slurry is also used to increase density of fluid within shaft to offset exterior hydrostatic pressure and to facilitate removal of coarser grained soils by mixing and incorporation into the slurry mixture. NOTE: The use of slurry will not be permitted during construction of drilled shafts which bear upon or are socketed into rock. H. Tremie - Method of placing concrete for "Underwater -Type Concrete" through a rigid pipe of minimum dimensions of 10 to 12 inches in diameter. Concrete is placed by means of gravity flow or drop through the interior of the pipe, the lower end of which is kept immersed in fresh concrete. Use of a bottom sealing metal plate or a top of pipe sealing floatable plug shall be inserted prior to charging with concrete to prevent contamination of concrete by slurry or water. NOTE: The use of the tremie method of placing concrete will not be permitted during construction of drilled shafts which bear upon or are socketed into rock. I. Unclassified Excavation - All materials encountered from the top of concrete or drilled shaft cutoff elevation to the tip -bearing elevation regardless of type or excavation method. 1.05 EXPERIENCE QUALIFICATIONS: A. Drilled Shaft Contractor 1. A minimum of 5 years' experience in drilled shaft construction, including experience with similar subsurface materials, water conditions, shaft dimensions, and special techniques as required. 2. Submit a written description of equipment and techniques proposed for use on this Contract, and the name of three similar projects successfully completed in the last 5 years. 3. The experience statement of past work and description of equipment and techniques proposed for use shall be submitted at time of Bid and will be considered in the evaluation of bids. ZCCU-TWDC316329.DOCX 31 63 29 - 2 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued B. All other guidelines for submitting Subcontractor information shall be followed in accordance with that specified in "INSTRUCTIONS TO BIDDERS." 1.06 SUBMITTALS: A. Submit as specified in DIVISION 01. B. Bid Submittals: 1. Proposed drilled shaft rig name, model number, maximum continuous torque rating (ft -lb), maximum downward force ("crowd"), proposed earth and rock auger attachments, and proposed special techniques and equipment. Submittals shall reflect any Contractor modifications that affect the torque and crowd ratings. 2. Proposed method(s) of construction — dry and uncased, temporary casing, slurry, or other procedure. If slurry methods are proposed, indicate whether mineral and/or polymer slurry will be utilized. C. Design and Pre -Construction Submittals: 1. Detailed procedures for each anticipated method of construction - dry and uncased, temporary casing, slurry, or other procedure including: a. Sequence of excavation, concrete placement, rebar cage placement, and placement of embedded items such as anchor bolts. b. Methods to prevent segregation of concrete during placement. c. Methods to prevent caving, if necessary. d. Equipment and procedures for cleanout of bottom of drilled shaft and walls of rock socket. e. Procedures for supporting rebar cage during concrete placement, including type, size and material construction of spacers to be used. f. Procedures for supporting anchor bolts or other embedded items. g. Procedures for, and sequence of, installation and removal of telescoped temporary casing. h. Procedures for emergency cold joint construction in the event concrete placement is unexpectedly interrupted. D. Construction and Closeout Submittals: 1. Drilled Shafts: Submit at the completion of each day, drilled shaft construction logs similar to the form at the end of this Section and which contain the following information, where applicable. a. Identification number. b. Shaft dimensions. c. Ground surface elevation. d. Bottom of concrete elevation. e. Top of concrete elevation. f. Description of soils encountered during drilling and the depths at which transitions occur. g. A graph depicting the total volume of concrete and volume of concrete placed compared to theoretical concrete volume versus depth (only applicable to drilled shafts large enough to require multiple concrete trucks). h. Bearing stratum description. i. Nature and location of obstructions. j. Water conditions during drilling and concrete placement. k. Amount of unclassified excavation. 1. Method of construction - dry and uncased, temporary casing, slurry, or other. ZCCU-TWDC316329.DOCX 31 63 29 - 3 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued 2. As -built shaft location and elevation data. 1.07 SUBSURFACE INFORMATION: A. Certain subsurface information has been obtained at, or in the vicinity of the Site of the Work. B. Copies of such subsurface information will be issued only to prospective Bidders who request such subsurface information and sign a receipt therefor. C. There is no express or implied guarantee as to the accuracy or completeness of the subsurface information, nor of the interpretation thereof by the Engineer, or any of their representatives. D. The subsurface information or copies thereof do not form a part of this or any contract document issued by the Engineer. E. In the event that additional subsurface information is required by the Contractor, the Contractor may obtain supplemental subsurface information. PART 2- PRODUCTS 2.01 CONCRETE: A. As specified in SECTION 03 30 00, except as follows: 1. Minimum compressive strength of 4000 psi. 2. Slump requirements for concrete placed in drilled shafts shall be based on the construction method used, as follows: a. For dry uncased excavations: 4 to 6 inches. b. For temporarily cased excavations: 6 to 8 inches. c. For slurry excavations or placement of concrete under water: 7 to 9 inches. 2.02 CONCRETE REINFORCEMENT: A. As specified in SECTION 03 20 00. 2.03 CONCRETE FORMS: A. As specified in SECTION 03 10 00. 2.04 SLURRY: A. Slurry shall consist of a mixture of bentonite (sodium montmorillonite conforming to API 13A) or anionic polymer and water to produce a slurry of sufficient density to maintain stability of the shaft walls and bottom and to facilitate removal of coarser grained soils from the excavation. 2.05 STEEL CASING: A. Steel casing shall be of sufficient diameter and wall thickness to prevent collapse or cave-in of the excavation and to prevent soil and water from entering the excavation during drilling, field observation, and concrete placement. 2.06 DRILLING EQUIPMENT: A. Excavate drilled shafts with an auger rig capable of drilling, as a minimum, the diameter and depth of foundations, including sockets, as shown on the Drawings in the subsurface materials present. Contractor is responsible for selecting appropriate drilling equipment and procedures as required to install the drilled shafts as indicated and in the subsurface conditions present. Rock excavation should be anticipated during drilling. Cobbles and/or boulders should be anticipated during drilling. ZCCU-TWDC316329.DOCX 31 63 29 - 4 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued PART 3 - EXECUTION 3.01 GENERAL EXCAVATION: A. Keep the ground surface for a minimum of 2 feet from the edge of the excavation clean and level. B. Dispose of materials removed from the excavation at an off-site location or as directed by the Owner or their representative. C. Locate drilled shaft as indicated within the following tolerances. Deviations in excess of these tolerances shall be corrected at Contractor's expense, including additional costs for engineering, redesign, and inspection: 1. Centerline: Within 3 inches or 4 percent of shaft diameter, whichever is less, of location indicated. 2. Diameter: Plus 3 inches, minus 1 inch. 3. Plumb: 1 percent of the length, 12.5 percent of shaft diameter, or 15 inches total, whichever is less. 4. Cutoff Elevation: Plus 1 inch or minus 1 inch from cutoff elevation indicated. D. Provide temporary casing with a minimum inside diameter equal to the nominal diameter of the drilled shaft and a sufficient wall thickness to withstand the soil pressure on Site prior to start of excavation. Install: 1. Prior to personnel entering the excavation. 2. To control seepage. 3. To prevent collapse of the walls. E. Remove all material regardless of classification within the shaft to the depth or tip elevation noted on the Drawings at which time Geotechnical Representative will field observe the excavation or drilling spoils and determine whether the excavation has reached the required bearing layer. Excavate shaft bottom to a level plane. F. Cleanout and remove all loose material and spoil from sides and bottom of the shaft to the degree determined by the Geotechnical Representative, and prior to placing concrete. In no case should the volume of such material exceed that which would be required to cover 5 percent of the area to a depth of 2 inches. G. Drilled shafts which are overexcavated without Geotechnical Representative's approval shall have the overexcavation filled with unreinforced concrete, provided shafts do not require reinforcing steel for lateral or uplift loadings at depth, at Contractor's expense. If loads on shaft require reinforcing steel, provide steel with adequate lap splice at Contractor's expense. H. Take all precautions necessary to prevent blowouts and disturbance of the sides or bottom of the excavation. If required, maintain water or slurry in the shaft at all times at a height sufficient to produce a positive head in the shaft. I. If loose soil, a high water table, or other condition which causes the sides or bottom of the excavation to be unstable is encountered, advance the excavation through use of slurry, a temporary casing, or other approved method. The use of slurry shall be required for the construction of drilled shafts in cohesionless materials below the water table. J. When slurry is used, maintain a positive head in the excavation at all times. Circulate the slurry with sufficient consistency and velocity to remove the dislodged materials from the hole. Materials encountered which are too heavy to be removed by the slurry, may be removed by other approved means. 3.02 BACKFILLING: A. Backfilling is not anticipated for drilled shaft foundations. ZCCU-T WDC316329.DOCX 31 63 29 - 5 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued B. Refill any overexcavation in the lateral direction around the drilled shaft, resulting from sides of drilled shaft hole collapsing or sloughing, in 6 -inch lifts and compact as specified below. C. Sufficiently compact all material replaced, with the exception of topsoil, as follows: 1. Cohesive Soils: a. Materials include silts and clays generally exclusive of sands and gravel -- materials for which impact compaction will produce a well-defined moisture -density relationship curve. b. Compaction shall achieve a minimum of 90 percent of maximum density with a moisture content plus or minus 3 percent at optimum moisture per ASTM D698. 2. Cohesionless Soils: a. Materials include gravels, gravel -sand mixtures, sands, and gravelly sands exclusive of clayey and silty materials. Materials which are free -draining and for which impact compaction will not produce a well-defined moisture -density relationship curve and for which the maximum density by impact methods will generally be less than by vibratory methods. b. Compaction shall achieve a minimum of 70 percent relative density as per ASTM D4253 and D4254. 3.03 CONCRETE FORMWORK: A. As specified in SECTION 03 10 00. B. Form the drilled shaft with round forms with an inside diameter equal to the drilled shaft's nominal diameter and of sufficient strength to restrain the concrete without deformation or settlement. Mushrooming at the top of the drilled shaft shall not be permitted. C. Construct forms to be removable without marring concrete surface. D. Surface of forms shall provide smooth, dense, plane surface to finished concrete where exposed to view. E. Contractor shall be responsible for structural adequacy of formwork. F. Do not remove forms and supports until at least 24 hours after completion of concrete placement (this period is a cumulative number of hours, not necessarily consecutive, during which the temperature of the concrete surface is above 50°F). 3.04 CONCRETE STEEL REINFORCEMENT: A. As specified in SECTION 03 20 00. B. Welding on concrete steel reinforcement is not permissible. C. Splice concrete steel reinforcement only as indicated. D. Support or tie off the rebar cage to prevent downward movement. E. Shall be fabricated as indicated prior to completion of excavation. F. Provide spacers of sufficient quantity, design and material construction to maintain appropriate clearance from the side walls or casing and shaft bottom. Spacers shall be located at the top, bottom, and at every 10 feet vertical interval between. A minimum of one spacer per foot of shaft diameter shall be spaced equally around the perimeter of the reinforcing cage at each vertical interval. 3.05 CONCRETE PLACEMENT: A. Wet forms with clear, potable water prior to placing concrete. B. Prior to placement of concrete, center reinforcing cages in the drilled shaft excavation and suspend or tie them off in an approved manner to cutoff elevation. ZCCU-TWDC316329.DOCX 31 63 29 - 6 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued C. Place concrete immediately after final inspection and approval by Geotechnical Representative. D. Concrete not placed within 90 minutes from batch time shall be rejected. E. Fill entire volume of drilled shaft with concrete to the cutoff elevation in one continuous operation. Cold joints and construction joints are not permitted unless otherwise indicated on the Contract Drawings. Complete concreting immediately after excavation and inspection is complete, and at all times within the same 8 -hour working day in which drilled shaft is excavated. F. Dewater excavation, where practicable, before placing concrete. Hold the water level in the bottom of the excavation prior to concreting at a nominal depth not to exceed 2 inches. G. In dry excavations, place concrete with an approved drop pipe or funneling device. Approval of the funneling device shall be dependent upon Contractor's demonstrated ability to direct concrete flow so as not to fall or strike against the sides of the temporary casing, the sides of the drilled shaft excavation, or steel reinforcement before reaching the bottom. For shafts with length -to -cage diameter ratio greater than 15, an extension pipe shall be used to place the concrete. H. Concrete shall not be allowed to free -fall more than 10 feet. I. Place concrete in a manner that will not cause segregation of the particles or permit infiltration of water or any other occurrence which would tend to decrease the strength of the concrete or the capacity of the finished drilled shaft. J. Where dewatering is impractical, or when using the slurry method, pump "underwater -type concrete" placed through a slurry or under water as follows: 1. Use a rigid pipe or flexible hose. Displace the slurry mud or water as the concrete is placed. Keep the end of the pipe or hose embedded in the concrete as the concrete is placed. 2. Should the end of the pipe or hose be accidently pulled out of the concrete during the placement, discontinue the placing immediately and withdraw the pipe or hose to the surface. Reseal the pipe or hose at its bottom. Reinsert pipe in' the shaft with the sealed end extending into the concrete to the level before the pullout. Placement may then be resumed. 3. Overpour the cutoff point shown on the Drawings. Dip out the excess concrete. Geotechnical Representative will then visually observe the concrete at the top of the pour. If any contamination of the concrete is observed, reinsert the pipe or hose a sufficient distance into the concrete and continue placing fresh concrete until the contaminated concrete has been replaced by uncontaminated concrete. 4. Draw off slurry displaced during concrete placement and remove from the Site. 5. Use of a tremie pipe, in lieu of pumping, shall not be permitted. K. Do not disturb the temporary casing, until a sufficient depth of concrete has been placed in the shaft excavation to ensure that no voids will occur in the shaft due to intrusion of soil or water as the temporary casing is being withdrawn. If a known void is present along the sides of the drilled shaft, sufficient concrete shall be placed prior to disturbing the temporary casing to ensure sufficient concrete will remain above the bottom of casing after the void is passed. L. Keep the temporary casing plumb and pull with a smooth, vertical motion, without jerks, to ensure, in Geotechnical Representative's opinion, that no voids will occur in the shaft due to intrusion of soil or water as the casing is being withdrawn. Coordinate the withdrawal of temporary casing, with concrete placement to maintain a load of concrete approximately 5 feet above the casing bottom. ZCCU-TWDC316329.DOCX 31 63 29 - 7 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued M. Should soil, rock, or water enter the excavation and contaminate the concrete, remove the contaminated concrete before completing pour. N. Permanent casing shall not be allowed. O. Place concrete in accordance with applicable practices recommended by ACI. P. Conveying: 1. Convey concrete from the mixer and deposit in place by methods which will prevent the segregation or loss of materials. 2. Equipment for chuting, pumping, and pneumatically conveying concrete shall be of such size and design as to provide a practically continuous flow of concrete at the delivery end. 3. Do not use aluminum conveying equipment. Q. Consolidation of Concrete: 1. Provide an adequate number of vibrators of sufficient capacity to keep up with the maximum rate of concrete placement. Keep on hand adequate standby equipment in good operating condition. 2. Vibrate concrete within the top 5 feet, only after temporary casing has been pulled or when casing is permanent. 3. Vibrate concrete until the concrete is thoroughly consolidated and the voids filled as evidenced by the level appearance of the concrete at the exposed surface and the embedment of the surface aggregate. Do not overvibrate to avoid segregation of concrete aggregate from the cement paste. R. Additionally, as specified in SECTION 03 30 00. 3.06 MEASUREMENT AND PAYMENT: A. Measurement: 1. Pay quantities for unclassified or soil excavation shall be defined as the volume of material from the indicated shaft top elevation to the elevation at which competent rock material is encountered, measured to the nearest 0.1 foot, multiplied by the indicated shaft cross-sectional area, and converted to cubic yards of volume. 2. Pay quantities for concrete shall be defined as cubic yards of material measured as the length of the shaft from the indicated shaft top elevation to the indicated shaft bottom elevation, measured to the nearest 0.1 foot, multiplied by the indicated shaft cross- sectional area, and converted to cubic yards of volume. 3. Pay quantities for reinforcing steel shall be defined as pounds of steel, as specified or indicated to complete shafts. 4. Pay quantities for standby time shall be measured in hours and be defined as the time when Contractor is ready and able to work, but is directed by Owner or their Representative not to do so. This will not include time Contractor cannot perform work as a result of rain, snow, or other natural causes, or equipment breakdowns or repairs of which Owner or their Representative has no control. 5. Overexcavation and backfill, if any, due to Contractor's negligence or at his option, will not be considered in pay length. 6. Include only the shafts meeting the requirements of these Specifications. 7. Do not include misplaced or rejected shafts that do not meet the Specifications. In case more than one shaft is required to replace a rejected shaft, do not include the additional shaft or shafts beyond the one originally indicated. B. Payment: ZCCU-TWDC316329.DOCX 31 63 29 - 8 B&McD No: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016 SECTION 31 63 29 — DRILLED SHAFT FOUNDATIONS: continued 1. Payment shall be for completed drilled shaft foundations as indicated, specified, scheduled, and approved and shall include all drilling, excavation of materials, concrete placement, reinforcing steel, installation of anchor bolts, temporary casing, dewatering, pumping, safety equipment, and other items and activities necessary to complete the Work. 2. Any variations, either increase or decrease, in the final "as -constructed" quantities from those indicated, specified, and/or called for in the Bid Schedule shall result in the Lump Sum Contract Price being adjusted in accordance with the applicable Adjustment Unit Prices in the Agreement. Quantities will be based on neat -line dimensions. 3. Payment shall be contingent upon receipt of properly completed Single Shaft Record Reports, as specified. C. All costs for technical assistance required of a manufacturer including field representatives shall be included in the Lump Sum Contract Price. END OF SECTION 31 63 29 ZCCU-T WDC316329.DOCX 31 63 29 - 9 B&McD No: 91942 Owner Project Name Project No. Contract No. Single Pier Record Report Pier No. AS DESIGNED (Per Drawings) Pier Location/Area Type/Diameter Top Elevation Length Rebar Length AS CONSTRUCTED Started Date/Time Completed Diameter Top Elevation Bottom Elevation Length Tolerance Plumbness Concrete, Cy Rebar Length REMARKS Bearing Material Description Rebar - Size & Condition Pier Entered By/Time/Date 02 LEL 02 LEL Pier Log (INCLUDE: Ground Elevations, Size, Pier Casing, Water Conditions, Drilling & Concreting, Nature & Location of Obstructions, & All Other Pertinent Information.) Time of Concrete Placement Start Finish Elevation: Elevation: Drilled Pier Subcontractor General Contractor Observer Name & Company 091399 Form TS -GT -1-8 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 32 11 23 - CRUSHED AGGREGATE BASE COURSE PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and DIVISION 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section consists of a base course composed of crushed aggregates constructed on a prepared course in accordance with these Specifications and in conformity to the dimensions and typical cross-sections shown on the Plans. 1.03 RELATED REQUIREMENTS: A. Section 31 20 00 - Site Preparation and Earthwork. 1.04 REFERENCE STANDARDS: A. The publications listed below form a part of this Specification to the extent referenced. The publications are referred to within the text by the basic designation only. 1. ASTM International (ASTM): a. ASTM C29 - Unit Weight of Aggregate. b. ASTM C88 - Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate. c. ASTM C117 by Washing. d. ASTM C131 Abrasion and e. ASTM C136 f. ASTM D75 - g. ASTM D422 h. ASTM D693 i. ASTM D698 J. k. - Materials Finer than No. 200 (75-µm) Sieve in Mineral Aggregates - Resistance to Degradation of Small -Size Coarse Aggregate by Impact in the Los Angeles Machine. - Sieve Analysis of Fine and Coarse Aggregates. Sampling Aggregate. - Particle Size Analysis of Soils. - Crushed Aggregate for Macadam Pavements. - Moisture -Density Relations of Soils and Soil -Aggregate Mixtures Using 5.5-1b. (2.49 -kg) Rammer and 12 -inch (305 -mm) Drop. ASTM D1556 - Density of Soil in Place by the Sand -Cone Method. ASTM D1557 - Test for Laboratory Compaction Characteristics of Soil Using Modified Effort. 1. ASTM D2167 - Density and Unit Weight of Soil in Place by the Rubber Balloon Method. m. ASTM D2419 n. ASTM D6938 Nuclear Metho o. ASTM D3665 ASTM D4318 p. - Sand Equivalent Value of Soils and Fine Aggregate. - In -Place Density and Water Content of Soil and Soil -Aggregate by ds. - Random Sampling of Construction Materials. - Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 321123-1 ZCCU-TMDC32 11 23 AGGREGATEBASECOURSE.DOCX B&MCD NO.: 91942 SECTION 32 11 23 — CRUSHED AGGREGATE BASE COURSE: continued 1.05 SUBMITTALS: A. Submit the following in accordance with DIVISION 01. 1. Product Data: a. Sieve analysis. b. Aggregate sources. 2. Test Reports. PART 2- PRODUCTS 2.01 MATERIALS: A. Aggregate: 1. Aggregates shall consist of clean, sound, durable particles of crushed stone, crushed gravel, or crushed slag and shall be free from coatings of clay, silt, vegetable matter, and other objectionable materials and shall contain no clay balls. Fine aggregate passing the No. 4 (4.75 -mm) sieve shall consist of fines from the operation of crushing the coarse aggregate. If necessary, fine aggregate may be added to produce the correct gradation. The fine aggregate shall be produced by crushing stone, gravel, or slag that meets the requirements for wear and soundness specified for coarse aggregate. 2. The crushed slag shall be an air-cooled, blast furnace slag and shall have a unit weight of not less than 70 pounds per cubic foot (1.12 Mg/cubic meter) when tested in accordance with ASTM C29. 3. The coarse aggregate portion, defined as the material retained on the No. 4 (4.75 -mm) sieve and larger, shall contain no more than 15%, by weight, of flat or elongated pieces as defined in ASTM D693 and shall have at least 90% by weight of particles with at least two fractured faces and 100% with at least one fractured face. The area of each face shall be equal to at least 75% of the smallest midsectional area of the piece. When two fractured faces are contiguous, the angle between the planes of fractures shall be at least 30 degrees to count as two fractured faces. 4. The percentage of wear shall not be greater than 45% when tested in accordance with ASTM C131. The sodium sulfate soundness loss shall not exceed 12%, after 5 cycles, when tested in accordance with ASTM C88. 5. The fraction passing the No. 40 (0.42 -mm) sieve shall have a liquid limit no greater than 25 and a plasticity index of not more than 4 when tested in accordance with ASTM D4318. The fine aggregate shall have a minimum sand equivalent value of 35 when tested in accordance with ASTM D2419. a. Sampling and Testing: In lieu of testing, the Engineer may accept certified state test results indicating that the aggregate meets Specification requirements. Certified test results shall be less than 6 months old. b. Gradation Requirements: (1) The gradation (job mix) of the final mixture shall fall within the design range indicated in Table 1, when tested in accordance with ASTM C117 and ASTM C136. The final gradation shall be continuously well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on an adjacent sieve or vice versa. Where environmental conditions (temperature and availability of free moisture) indicate potential damage due to frost action, the maximum percent of material by weight of particles smaller than 0.02 mm shall be 3% when tested in accordance with ASTM D422. Table 1 Requirements for Gradation of Aggregate 32 11 23 - 2 B&MCD NO.: 91942 ZCCU-TMDC32 11 23 AGGREGATEBASECOURSE.DOCX SECTION 32 11 23 — CRUSHED AGGREGATE BASE COURSE: continued Sieve Size Design Range Percentage by Weight Job Mix Tolerances Percent 2 inch 100 0 1-1/2 inch 95-100 +5 1 inch 70-95 +8 3/4 inch 55-85 ±8 No. 4 30-60 f8 No. 30 12-30 +5 No. 200 0-8 +3 (2) The job mix tolerances in Table 1 shall be applied to the job mix gradation to establish a job control grading band. The full tolerance still will apply if application of the tolerances results in a job control grading band outside the design range. (3) The fraction of the final mixture that passes the No. 200 (0.075 -mm) sieve shall not exceed 60% of the fraction passing the No. 30 (0.60 -mm) sieve. PART 3 - EXECUTION 3.01 PREPARING UNDERLYING COURSE: A. The underlying course shall be checked and accepted before placing and spreading operations are started. Any ruts or soft yielding places caused by improper drainage conditions, hauling, or any other cause shall be corrected at the Contractor's expense before the base course is placed thereon. Material shall not be placed on frozen subgrade. 3.02 MIXING: A. The aggregate shall be uniformly blended during crushing operations or mixed in a plant. The plant shall blend and mix the materials to meet the Specifications and to secure the proper moisture content for compaction. 3.03 PLACING: A. The crushed aggregate base material shall be placed on the moistened subgrade in layers of uniform thickness with a mechanical spreader. B. The maximum depth of a compacted layer shall be 6 inches (150 mm). If the total depth of the compacted material is more than 6 inches (150 mm), it shall be constructed in two or more layers. In multi -layer construction, the base course shall be placed in approximately equal - depth layers. C. The previously constructed layer should be cleaned of loose and foreign material prior to placing the next layer. The surface of the compacted material shall be kept moist until covered with the next layer. 321123-3 ZCCU-TMDC32 11 23 AGGREGATEBASECOURSE.DOCX B&MCD NO.: 91942 SECTION 32 11 23 — CRUSHED AGGREGATE BASE COURSE: continued 3.04 COMPACTION: A. Immediately upon completion of the spreading operations, the crushed aggregate shall be thoroughly compacted. The number, type, and weight of rollers shall be sufficient to compact the material to the required density. B. The moisture content of the material during placing operations shall not be below, or more than 2 percentage points above, the optimum moisture content as determined by ASTM D698. END OF SECTION 32 11 23 321123-4 B&MCD NO.: 91942 ZCCU-TMDC32 11 23 AGGREGATEBASECOURSE.DOCX zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 32 12 15 — BITUMINOUS TACK COAT PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes hot bituminous tack coat over previously prepared aggregate base course. 1.03 RELATED REQUIREMENTS: 1. Hot Mix Asphaltic Concrete Pavement: Section 32 12 17. 1.04 REFERENCE STANDARDS: A. Applicable Standards: 1. ASTM International (ASTM): a. ASTM D140 - Practice for Sampling Bituminous Materials. b. ASTM D633 - Volume Correction Table for Road Tar. c. ASTM D977 - Emulsified Asphalt. d. ASTM D1250 - Guide for Petroleum Measurement Tables. e. ASTM D2028 - Cutback Asphalt (Rapid -Curing Type). f. ASTM D2397 - Cationic Emulsified Asphalt. 2. American Association of State Highway and Transportation Officials (AASHTO): a. AASHTO M52 - Tar for Use in Road Construction. 3. Asphalt Institute (Al): a. MS -6 Table IV -3 - Temperature -Volume Correction for Emulsified Asphalts. 1.05 SUBMITTALS: A. Submit certificates as specified in Division 01. B. Submit for material specified. C. Submit for each batch of material. D. Certificates shall be prepared by an Engineer approved testing laboratory and submitted to Engineer by Contractor for acceptance. PART 2- PRODUCTS 2.01 BITUMINOUS MATERIAL: A. General Requirements: Bituminous material shall be either cutback asphalt, emulsified asphalt, or tar and shall conform to the appropriate ASTM (or AASHTO) standard. 2.02 EQUIPMENT: A. General Requirements: 321215-1 32 12 15 TACKCOAT.DOCX B&MCD NO.: 91942 SECTION 32 12 15 — BITUMINOUS TACK COAT: continued 1. Furnish and maintain all equipment, tools, and machines used in the performance of the Work required by this Section in satisfactory working condition at all times. B. Bitumen Distributor: 1. Distributor shall be designed and equipped so as to distribute bituminous material uniformly at even heat on variable widths of surface. 2. Distribute the bituminous material at readily determined and controlled rates from 0.05 to 2.00 gal. per yd.2. 3. Distributor shall have a pressure range of 25 to 75 psi. 4. Allowable variation from any specified rate shall not exceed 10%. 5. Distributor shall be equipped for circulation and agitation of the bituminous material during the heating process. C. Distributor Equipment shall include the following: 1. Bitumen pump. 2. Tachometer. 3. Pressure gauges. 4. Volume measuring device. 5. Thermometer for temperature of tank contents. 6. Hose attachment to apply materials to spots unavoidably missed by distributor. D. Heating Equipment shall include the following: 1. Steam coils and equipment for producing steam, or approved type retort heater manufactured for heating asphaltic products, at Contractor's option, so designed that steam will not be introduced into the material. 2. An armored thermometer (if storage tanks are used) with a range from 100 to 400°F, fixed to tank to continuously indicate temperature of bituminous material. E. Power brooms and power blowers shall be of the industrial type and suitable for cleaning prepared bases. PART 3 - EXECUTION 3.01 PREPARATION OF SURFACE: A. Remove all loose and objectionable material from surface by sweeping with a power broom and/or airblasting. B. Sprinkle surface with water immediately in advance of application if surface is excessively dry. 3.02 WEATHER LIMITATIONS: A. Apply tack coat only when base course is dry enough to permit uniform distribution and desired penetration. B. Apply only when atmospheric temperature is above 60°F. 3.03 APPLICATION TEMPERATURE: A. The application temperature of the tack coat shall be 120-160_°F. 3.04 SAMPLING AND TESTING: A. Conform to ASTM D140. B. Furnish the Supplier's certified test reports for each carload, or equivalent, of bituminous material shipped to the Site. 321215-2 B&MCD NO.: 91942 32 12 15 TACKCOAT.DOCX SECTION 32 12 15 — BITUMINOUS TACK COAT: continued 3.05 APPLICATION OF BITUMINOUS MATERIAL: A. Apply by means of a bituminous distributor at the temperature, pressure, and in amounts approved by Engineer to obtain uniform distribution at all points of surface. B. Apply at approximate rate of 0.05 to 0.15 gal. per yd.2 to asphaltic base course. C. Properly treat all spots unavoidably missed by distributor. D. Allow surface to cure without being disturbed for such period as may be necessary to permit drying out and setting of the tack coat. E. Maintain surface until the succeeding layer of pavement has been placed. END OF SECTION 32 12 15 321215-3 32 12 15 TACKCOAT.DOCX B&MCD NO.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 32 12 17 — HOT -MIX ASPHALTIC -CONCRETE PAVEMENT PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes hot -mix, asphaltic -concrete pavement materials, equipment, placement, and testing. 1.03 RELATED REQUIREMENTS: A. Site Preparation and Earthwork: Section 31 20 00 B. Bituminous Tack Coat: Section 32 12 15. 1.04 REFERENCES: A. Applicable Standards: 1. ASTM International (ASTM): a. ASTM C29/C29M - Test Method for Unit Weight and Voids in Aggregate. b. ASTM C117 - Test Method for Material Finer than 75 pm (No. 200) Sieve in Mineral Aggregates by Washing. c. ASTM C127 - Test Method for Specific Gravity and Absorption of Coarse Aggregate. d. ASTM C128 - Test Method for Specific Gravity and Absorption of Fine Aggregate. e. ASTM C131 - Test Method for Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. f. ASTM C136 - Method for Sieve Analysis of Fine and Coarse Aggregates. g. ASTM C183 - Practice for Sampling and the Amount of Testing of Hydraulic Cement. h. ASTM D75 - Practices for Sampling Aggregates. i. ASTM D140 - Practice for Sampling Bituminous Materials. j. ASTM D242 - Mineral Filler for Bituminous Paving Mixtures. k. ASTM D946 - Penetration -Graded Asphalt Cement for Use in Pavement Construction. 1. ASTM D979 - Practice for Sampling Bituminous Paving Mixtures. m. ASTM D1559 - Test Method of Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus. n. ASTM D3381 - Viscosity -Graded Asphalt Cement for Use in Pavement Construction. 2. American Association of State Highway and Transportation Officials (AASHTO): a. AASHTO M29 - Fine Aggregate for Bituminous Paving Mixtures. b. AASHTO T102 - Spot Test of Asphaltic Materials. 321217-1 32 12 17 ASPHALT.DOCX B&MCD NO.: 91942 SECTION 32 12 17 — HOT -MIX ASPHALTIC -CONCRETE PAVEMENT: continued 1.05 SUBMITTALS: A. Job -Mix Formula: 1. Formula shall indicate the definite percentage of each sieve fraction, percentage of asphalt, and the temperature of the completed mixture as it is to be discharged from the mixer. 2. Formula shall be furnished by Contractor 30 days prior to beginning production of paving mixtures, and approved by Engineer following testing of the aggregates and bitumen before any bituminous mixtures are manufactured. 3. Formula shall permit adjustments of the bitumen content and aggregate gradation within the limits of the gradation table specified to improve the paving mixtures as required by Engineer. 4. Restrict formula to values so that application of the following tolerances will not cause the limits in the gradation table to be exceeded: Material Base Course Surface Course Aggregate passing 4.75mm (No. 4) sieve or larger ±5% ±4% Aggregate passing 2.0 mm, 425 gm, And 180 gm (No. 10, 40, and 80) sieves ±4% ±3% Aggregate passing 75 gm (No. 200) sieve ±2.0% ±1.0% Asphalt ±0.5% ±0.3% 1.06 JOB CONDITIONS: A. Weather Limitations: Do not mix or place hot -mix asphaltic concrete when the ambient temperature is below 5°C (40°F). PART 2 - PRODUCTS 2.01 EQUIPMENT: A. General: 1. Includes all equipment to be used in the performance of the Work covered by this Section. 2. Maintain all equipment, tools, and machines in a satisfactory working condition at all times. a. Equipment that drips fuel, oil, or grease shall be removed from the Project until such leakage is corrected. 3. All equipment shall be subject to the approval of Engineer. B. Haul Trucks: 321217-2 B&MCD NO.: 91942 32 12 17 ASPHALT.DOCX SECTION 32 12 17 — HOT -MIX ASPHALTIC -CONCRETE PAVEMENT: continued 1. Includes all vehicles used for the transportation of asphaltic concrete from the plant to the paving Site. 2. Trucks shall have tight metal bottoms, and shall be free from materials which may affect the mix being hauled. 3. Provide trucks with covers to protect the load and to prevent cooling of the upper surface of the mix. C. Blowers and brooms shall be of the power type suitable for cleaning the surface to be paved. D. Rollers: 1. Rollers shall be: a. Self-propelled, steel -wheel, vibratory, and pneumatic types with reversing mechanism. b. Friction clutch and brakes of ample capacity to permit smooth starting, stopping, and reversing. c. Adjustable scrapers, water tanks, and sprinkling apparatus to keep the wheels wet. 2. Pneumatic Rollers: a. Rollers shall consist of two axles on which are mounted not less than nine smooth wheels of equal size, diameter, and ply rating. Tracking wheels shall overlap by a minimum of 6 mm (1/4 inch). b. Rollers shall be capable of exerting average contact pressures varying from 276 to 758 kPa (40 to 110 lbs. per inch2) by adjusting ballast and tire inflation pressures. c. Contact pressure shall be uniform for all wheels. d. Wheels shall oscillate in a vertical plane but not wobble. e. Rollers shall be provided with a loading platform or body suitable for ballast loading of not less than 4.1 metric tons (4.5 tons). 3. Steel -wheel rollers may be either 3 -wheel rollers, 2 -axle tandem rollers, or 3 -axle tandem rollers: a. Rollers shall weigh not less than 9 metric tons (10 tons), and develop contact pressures under the compression rolls of not less than 2.1 MPa (300 psi). b. Three -axle tandem rollers shall be so constructed, that when locked in position for all treads to be in one plane, the roller wheels are held with such rigidity that if either front or center wheel is unsupported, the other two wheels will not vary from the plane more than 6 mm (1/4 inch). c. Roller wheels shall have no flat areas, openings, or projections which will mar the surface of the pavement. 4. Vibratory rollers may have either one or two smooth -surfaced steel wheels. a. Rollers shall be provided with a means of adjusting the resonance of the dynamic force. 5. Trench rollers shall have an auxiliary wheel (or roll) that operates outside the area to be compacted at such a distance from the pavement edge as to not cause any damage to the pavement edge: a. Auxiliary wheel shall be mounted upon an axle that is adjustable in height. b. Contact pressure per 25 mm (1 inch) of width of compression roll shall be not less than 136 kg (300 lbs.) nor more than 165 kg (364 lbs.). c. Minimum allowable width of cotpaction roll shall be 375 mm (15 inches). E. Hand Tampers: Weight of tamper shall be not less than 11.5 kg (25 lbs.), with a tamping face of not more than 320 cm2 (50 inches2). F. Small Tools: 321217-3 32 12 17 ASPHALT.DOCX B&MCD NO.: 91942 SECTION 32 12 17 — HOT -MIX ASPHALTIC -CONCRETE PAVEMENT: continued 1. Furnish rakes, lutes, shovels, smoothing irons, pavement cutters, wheel -mounted wagons for heating small tools, wood sandals and stilt sandals of standard type, and other small tools as may be required. 2. Tools shall be available at all times in sufficient number to efficiently construct the bituminous pavements. 2.02 MATERIALS: A. Aggregates: 1. General Requirements: Aggregate shall be crushed stone, crushed gravel, screenings, sand, and mineral filler as approved by Engineer prior to use in the Work, and defined as follows: a. Coarse Aggregate: Retained on a 2.0 mm (No. 10) sieve. b. Fine Aggregate: Passing the 2.0 mm (No. 10) sieve and retained on a 75 µm (No. 200) sieve. c. Mineral Filler: Passing a 75 µm (No. 200) sieve. d. Aggregate shall not contain more than 0.75% soft fragments nor more than 0.5% clay, coal, or lignite. 2. Coarse Aggregate: a. Crushed stone shall consist of clean, sound, durable fragments free from an excess of soft or disintegrated pieces, dust, dirt, or other objectionable matter. b. Crushed gravel shall be sound, durable, and free from adherent coatings of clay, dirt, dust, and other objectionable matter. Crushed gravel shall contain at least 75% by weight of crushed pieces having two or more fractured surfaces. c. Particle shape shall be generally spherical or conical and contain not more than 20% by weight of flat and elongated particles defined as follows: (1) Flat Particle: Ratio of width to thickness greater than 3. (2) Elongated Particle: Ratio of length to width greater than 3. d. Percentage of wear shall not exceed 40 after 500 revolutions as determined by ASTM C131. 3. Fine Aggregate: a. Fine aggregate shall be angular and may be any approved combination of natural sand and manufactured sand prepared by crushing stone. b. Natural sand content shall be restricted as required to produce a mixture having the specified Marshall test properties. c. Fine aggregate shall conform to AASHTO M29 except as follows: (1) Aggregate or combinations which do not conform to the gradation table in AASHTO M29 Paragraph 3 may be used, provided the finished mixture conforms to the gradation or gradations specified. 4. Mineral Filler: Mineral filler shall conform to ASTM D242. 2.03 MIXES: A. Composition of the Mix: 1. Asphalt Concrete mixtures shall consist of aggregates and asphalt cement within the following limits: ASPHALT MIXTURES* 321217-4 B&MCD NO.: 91942 32 12 17 ASPHALT.DOCX SECTION 32 12 17 — HOT -MIX ASPHALTIC -CONCRETE PAVEMENT: continued Standard Square Mesh Sieve Percentage by Weight Passing U.S. Size or No. Surface Course 1-1/2 inches 1 inch 3/4 inch 99-100 1/2 inch 95-100 3/8 inch No. 4 0-10 No. 10 0-3 No. 20 No. 40 No. 80 No. 200 0-1.5 Asphalt Cement PG 64-28 *Based on uniform specific gravities. Percentage by Weight Surface Course 60 B. Aggregate Gradations: Gradation of aggregate shall be determined conforming to ASTM C117 and C136. C. Mixture Test Properties: 1. Laboratory test specimens of the paving mix, combined in proportions of the job -mix formula, will be tested by Engineer in accordance with ASTM D1559 and ASTM C29. Test properties shall be as follows for all paving mixtures: Marshall stability 1,200 minimum Number of compaction blows 50 321217-5 32 12 17 ASPHALT.DOCX B&MCD NO.: 91942 SECTION 32 12 17 — HOT -MIX ASPHALTIC -CONCRETE PAVEMENT: continued Marshall flow 8-16 Percent air voids - laboratory specimen Surface 3-5 Percent voids filled with asphalt Surface 75-82 PART 3 - EXECUTION 3.01 TRANSPORTATION OF MIXTURE: A. Haul trucks shall be as specified in Part 2, this Section. Provide trucks of such size, operating speed, and condition to ensure orderly and continuous operation. B. When necessary to prevent adhesion of mixture to truck beds, coat truck beds with a minimum quantity of paraffin oil, lime solution, or other approved material. C. Haul trucks shall make no direct frame contact with the paver, and shall not bear down on the paver during dumping operations. D. Deliveries shall be made so that spreading and rolling of all the mixture prepared for a day's run can be completed during daylight. E. Deliver to the area to be paved in such a manner that the temperature at the time of dumping into the spreader will not be less than hereinafter specified. F. Hauling over freshly laid material will not be permitted. G. Loads wet excessively by rain will be rejected. 3.02 PLACING MIXTURE: A. Underlying Course: 1. Clean of all foreign or objectionable matter with power blowers, power brooms, or hand brooms as approved by Engineer. B. Handwork: 1. Use a sufficient number of experienced shovelers and rakers following the spreading machine to produce a course that will conform to all requirements specified. 2. In areas where use of machine spreading is impractical, place mixture on dumpboards outside the area to be paved, distribute by hot shovels, and spread with hot rakes in a uniformly loose layer of such thickness that when compacted it will conform to the required grade and thickness. 3. Rakers shall not be permitted to stand in hot mix without stilt sandals. C. Contact Surfaces: 1. Defined as previously constructed pavement curbs, manholes, and similar structures. 2. Coat with a thin coat of hot bituminous material prior to placing the bituminous mixture. 3.03 COMPACTION OF MIXTURES: A. Hand Tampers: 32 12 17 - 6 B&MCD NO.: 91942 32 12 17 ASPHALT.DOCX SECTION 32 12 17 — HOT -MIX ASPHALTIC -CONCRETE PAVEMENT: continued 1. Use in all places not accessible to the rollers. 2. Use while mixture is hot. B. Repair: 1. Repair any mixture that becomes mixed with foreign material or is in any way defective. 2. Remove and replace with fresh mixture and compact to the density of the surrounding area. 3. Do not skin -patch an area that has been rolled. 3.04 JOINTS: A. General Requirements: 1. Joints shall present the same texture, density, and smoothness as other sections of the course. 2. Carefully make joints in a manner that will ensure a continuous bond between the contact surface of the course. 3. Paint with a thin, uniform coat of hot bituminous material just before the fresh mixture is placed on all contact surfaces of previously constructed pavements. 3.05 PROTECTION OF PAVEMENT: A. Protect pavement from all vehicular traffic of any kind until it has cooled and hardened, and in no case less than 6 hours. B. 3.06 WAYBILLS AND DELIVERY TICKETS: A. Submit waybills and delivery tickets to Engineer for each load of paving mixture placed in completed portions of this Contract: 1. Submit at the end of each day pavement is placed. B. Submit waybills and refinery analysis for each load of bituminous material on the day received: 1. Certificates shall indicate: a. Penetration. b. Specific gravity. c. Temperature. d. Net weight or volume of shipment. END OF SECTION 32 12 17 321217-7 32 12 17 ASPHALT.DOCX B&MCD NO.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 32 16 00 — CURBS AND SIDEWALKS PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes concrete curbs, sidewalks where indicated. 1.03 REFERENCE STANDARDS: A. Applicable Standards: 1. American Concrete Institute (ACI): a. ACI 306 - Cold Weather Concreting. b. ACI 305 - Hot Weather Concreting. 2. ASTM International (ASTM): a. ASTM A615/A615M - Deformed and Plain Billet -Steel Bars for Concrete Reinforcement. b. ASTM A616/A616M - Rail -Steel Deformed and Plain Bars for Concrete Reinforcement. c. ASTM C309 - Liquid Membrane -Forming Compounds for Curing Concrete. d. ASTM D1751 - Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types). e. ASTM D1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. f. ASTM D6690 - Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements. 3. Federal Specifications (FS): a. TT -S-00227 - Sealing Compound; Elastomeric Type, Multi -Component. (For caulking, sealing, and glazing in buildings and other structures.) 1.04 WEATHER LIMITATIONS: A. Conform to ACI 306 when temperature is below 40°F , or is likely to fall below 40°F within a 24-hour period after placement of concrete. B. Conform to ACI 305 when temperature is above 100°F , or is likely to rise above 100°F within a 24-hour period after placement of concrete. PART 2 - PRODUCTS 2.01 CONCRETE: A. 4,000 psi concrete. B. Reinforcing steel as shown on plans. 321600-1 ZCCU-TWDC32 16 00 SIDEWALK.DOCX B&MCD NO.: 91942 SECTION 32 16 00 — CURBS AND SIDEWALKS: continued 2.02 EXPANSION JOINT FILLER: A. Preformed material cut and shaped to the required cross section. B. Thickness of 1/2 inch unless otherwise indicated. C. Conform to ASTM D1752, Type II or Type III, for expansion joints in sidewalks. 2.03 JOINT SEALER: A. For Expansion Joints in Sidewalks: 1. Conform to FS TT -S-00227. 2. Nontracking after initial cure. 3. Two -component, cold -applied. 4. Compatible with preformed expansion joint filler. 5. Black or gray color. 2.04 CURING COMPOUND: Conform to ASTM C309, Type I or Type I -D. 2.05 FORMS: A. Wood or metal. B. Straight and strong enough to resist springing during placement of concrete. C. Sufficient bearing surface to prevent tipping. D. Height equal to full depth of section to be constructed. PART 3 - EXECUTION 3.01 PREPARATION: A. Subgrade preparation is as specified in Section 31 20 00_. 3.02 INSTALLATION: A. Forms: 1. Use flexible forms for all curved form lines except: a. Curves having a radius of 200 ft. or greater may be formed in 10 ft. or shorter chords. b. Curves having a radius of 100 ft. or greater may be formed in 5 ft. or shorter chords. 2. Thoroughly clean, oil, securely stake, brace, and hold forms to line and grade. 3. Remove forms from front face of curb section at the time necessary to permit finishing Leave forms in place not less than 12 hours after placement of concrete. B. Joints: 1. Contraction Joints: a. Construct at locations indicated and as follows: (1) Match contraction joint spacing of adjacent Portland cement concrete pavement. (2) Divide sidewalks into approximately square areas. b. Form contraction joints by the following methods: (1) Place 1/8 inch -thick steel separators after concrete has taken its initial set, but before final finishing. 321600-2 B&MCD NO.: 91942 ZCCU-TWDC 32 16 00 SIDEWALK.DOCX SECTION 32 16 00 — CURBS AND SIDEWALKS: continued (2) Cut a groove in the fresh concrete to a depth of at least one-fourth the section thickness by use of a jointer having a radius of 1/8 inch and thickness not exceeding 1/8 inch. (3) Saw the hardened concrete before shrinkage cracking occurs. Depth of cut not less than 1/4 the section thickness and width of key not to exceed 3/16 inch. 2. Expansion Joints: a. Construct at the following locations: (1) Locations as indicated. (2) All points of curvature and points of tangency of curves having a radius of 100 ft. or less, and at intervals not exceeding 60 ft. in tangent section. (3) Locations matching expansion joint spacing of adjacent Portland cement concrete pavement. (4) Locations where curb, curb and gutter, sidewalk, median, or paved drainage abut each other or other structures and slabs. b. Stake, support, and secure local transfer dowels and preformed joint filler in position to prevent displacement during placing and finishing operations. c. Round edges of joints with an edging tool of 1/4 inch radius. 3. Construction Joints: a. Locate to coincide with contraction, expansion, or key joints. b. When concrete placement is interrupted between joint locations for a sufficient time for the concrete to take its initial set, remove concrete to the nearest joint location before resuming placement. C. Concrete: 1. Placing Concrete: a. Place only on prepared and approved subgrade. b. Lightly moisten surface of dry subgrade before placing concrete. c. Deposit and compact concrete in manner to avoid displacement of forms and joint materials. d. Tamp or vibrate concrete sufficiently to eliminate all voids and bring the mortar to the top for finishing. 2. Finishing Concrete: a. Edge concrete with proper edging tools. b. Tool radii as soon as possible after concrete has taken its initial set. c. Remove forms and rub with rubbing block and water until all blemishes, forms, and tool marks have been removed. d. Float -finish with wood float or concrete rubbing block until concrete is true to line, grade, and cross section, and is uniform in texture. e. Brush with hairbrush as follows: (1) Sidewalk and median perpendicular to their longitudinal axis. f. Do not use mortar topping or sand and cement dryer. 3.03 CONCRETE CURING AND PROTECTION: A. Curing: 1. Spray all exposed surfaces after finishing with curing compound. 2. Apply curing compound at a rate of not less than 1 gal. per 25 yds.2 of surface area. 321600-3 ZCCU-TWDC32 16 00 SIDEWALK.DOCX B&MCD NO.: 91942 SECTION 32 16 00 — CURBS AND SIDEWALKS: continued 3. Apply second coat at a rate of not less than 1 gal. per 30 yds.2 30 min. after first -coat application when the atmospheric temperature exceeds 100°F. B. Protection: 1. Protect the finished Work from damage until final acceptance. 2. Repair, replace, or clean all concrete damaged or discolored prior to final acceptance. 3.04 SEALING JOINTS: A. Seal all expansion joints and contraction joints 1/4 inch or greater in width. B. Remove curing compound and other material from joint surfaces before sealing. Joint shall be clean and surface dry at time of sealant application. C. Apply joint sealant using methods and equipment necessary to ensure complete filling of the joint space without voids or air bubbles. D. Apply sealant to conform to sealant manufacturer's instructions. E. Apply finished sealant from 1/8 inch below to level with adjacent concrete surfaces. F. Protect adjacent surfaces to prevent contamination with sealant material. G. Protect sealant until it has set up or cured sufficiently to preclude pickup or tracking. END OF SECTION 32 16 00 321600-4 B&MCD NO.: 91942 ZCCU-TWDC 32 16 00 SIDEWALK.DOCX zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 32 17 23 — PAVEMENT MARKINGS FOR PARKING LOTS PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and DIVISION 01 Specification Sections, apply to this Section. 1.02 SUMMARY: A. This Section includes markings for parking lots. 1.03 REFERENCE STANDARDS: A. The publications listed below form a part of this Specification to the extent referenced. The publications are referred to within the text by the basic designation only. 1. American Association of State Highway and Transportation Officials (AASHTO): a. AASHTO M 247 - Standard Specification for Glass Beads Used in Pavement Markings. 2. ASTM International (ASTM): a. ASTM D4280 - Extended Life Type, Nonplowable, Raised, Retroreflective Pavement Markers. b. ASTM D4505 - Preformed Retroflective Pavement Marking Tape for Extended Service Life. c. ASTM D792 - Density and Specific Gravity (Relative Density) of Plastics by Displacement. 3. U.S. General Services Administration (GSA): a. FS TT -B-1325 - Beads (Glass Spheres) Retro -Reflective (Metric). b. FS TT -P-115 - Paint, Traffic, Highway, White and Yellow. 1.04 SUBMITTALS: A. Submit the following in accordance with DIVISION 01: 1. Product Data: a. Paint. b. 1.05 QUALITY ASSURANCE: A. Qualifications: 1. Submit documentation certifying that pertinent personnel are qualified for equipment operation and handling of chemicals. B. Traffic Controls: 1. Suitable warning signs shall be placed near the beginning of the worksite and well ahead of the worksite for alerting approaching traffic from both directions. Small markers shall be placed along newly painted lines or freshly placed raised markers to control traffic and prevent damage to newly painted surfaces or displacement of raised pavement markers. Painting equipment shall be marked with large warning signs indicating slow-moving painting equipment in operation. 321723-1 ZCCU-TWDC32 17 23 PAVEMENT MARKING.DOCX B&MCD NO.: 91942 SECTION 32 17 23 — PAVEMENT MARKINGS FOR PARKING LOTS: continued C. Maintenance of Traffic: 1. Parking Areas: a. When traffic must be rerouted or controlled to accomplish the Work, the necessary warning signs, flagpersons, and related equipment for the safe passage of vehicles shall be provided. 1.06 DELIVERY, STORAGE, AND HANDLING: A. All materials shall be delivered and stored in sealed containers that plainly show the designated name, formula or specification number, batch number, color, date of manufacture, manufacturer's name, and directions', all of which shall be plainly legible at time of use. 1.07 WEATHER LIMITATIONS: A. Pavement surface shall be free of snow, ice, or slush. Surface temperature shall be at least 40°F (5°C) and rising at the beginning of operations, except those involving shot or sand blasting. Operation shall cease during thunderstorms. Operation shall cease during rainfall, except for waterblasting and removal of previously applied chemicals. Waterblasting shall cease where surface water accumulation alters the effectiveness of material removal. PART 2- PRODUCTS 2.01 PAINT: A. The paint shall be homogeneous, easily stirred to smooth consistency, and shall show no hard settlement or other objectionable characteristics during a storage period of 6 months. Paints for roads, parking areas, and streets shall conform to FS TT -P-115, color as indicated. Pavement marking paints shall comply with applicable state and local laws enacted to ensure compliance with Federal Clean Air Standards. Paint materials shall conform to the restrictions of the Local Air Pollution Control District. 2.02 THERMOPLASTIC COMPOUNDS: A. The thermoplastic reflectorized pavement marking compound shall be extruded or sprayed in a molten state onto a primed pavement surface. Following a surface application of glass beads and upon cooling to normal pavement temperatures, the marking shall be an adherent reflectorized strip of the specified thickness and width that is capable of resisting deformation by traffic. B. Composition Requirements: 1. Submit Manufacturer's current printed product description and Material Safety Data Sheets (MSDS) for each type paint/color proposed for use. The binder component shall be formulated as a hydrocarbon resin. The pigment, beads and filler shall be uniformly dispersed in the binder resin. The thermoplastic composition shall be free from all skins, dirt, and foreign objects and shall comply with the following requirements: 321723-2 B&MCD NO.: 91942 ZCCU-TWDC32 17 23 PAVEMENT MARKING.DOCX SECTION 32 17 23 — PAVEMENT MARKINGS FOR PARKING LOTS: continued Component Percent by Weight White Yellow Binder 17 min. 17 min. Titanium dioxide 10 min. - Glass beads 20 min. 20 min. Calcium carbonate and inert fillers 49 max. Yellow pigments - *Amount and type of yellow pigment, calcium carbonate and inert fillers shall be at the option of the manufacturer, providing the other composition requirements of this Specification are met. C. Physical Properties: 1. Color: a. The color shall be as indicated. 2. Drying Time: a. When installed at 70°F and in thicknesses between 1/8 and 3/16 inch, after curing 15 minutes. 3. Softening Point: a. The composition shall have a softening point of not less than 194°F when tested in accordance with ASTM E28. 4. Specific Gravity: a. The specific gravity of the composition shall be between 1.9 and 2.2 as determined in accordance with ASTM D792. D. Asphalt Pavement Primer: 1. The primer for asphalt pavements shall be a thermosetting adhesive with a solids content of pigment reinforced synthetic rubber and synthetic plastic resin dissolved and/or dispersed in a volatile organic compound (VOC). Submit certificate stating that the proposed pavement marking paint meets the VOC regulations of the local Air Pollution Control District having jurisdiction over the geographical area in which the Project is located. Solids content shall not be less than 10% by weight at 70°F (20°C) and 60% relative humidity. A wet film thickness of 0.005 inch (0.10 mm) +0.001 inch (0.025 mm) shall dry to a tack -free condition in less than 5 minutes. 2.03 PREFORMED TAPE: A. The preformed tape shall be an adherent reflectorized strip in accordance with ASTM D4505 Type I or IV, Class optional. 2.04 EQUIPMENT: A. All machines, tools and equipment used in the performance of the Work shall be approved and maintained in satisfactory operating condition. Submit lists of proposed equipment, including descriptive data, and notifications of proposed Contractor actions as specified in this Section. List of removal equipment shall include descriptive data indicating area of coverage per pass, pressure adjustment range, tank and flow capacities, and safety precautions required for the equipment operation. Equipment operating on roads and runways shall display low speed traffic markings and traffic warning lights. B. Paint Application Equipment: 1. Self -Propelled or Mobile -Drawn Pneumatic Spraying Machines: 321723-3 32 17 23 PAVEMENT MARKING.DOCX B&MCD NO.: 91942 SECTION 32 17 23 — PAVEMENT MARKINGS FOR PARKING LOTS: continued a. The equipment to apply paint to pavements shall be a self-propelled or mobile - drawn pneumatic spraying machine with suitable arrangements of atomizing nozzles and controls to obtain the specified results. The machine shall have a speed during application not less than 5 mph/hour, and shall be capable of applying the stripe widths indicated, at the paint coverage rate specified in Paragraph "Application," and of even uniform thickness with clear-cut edges. The paint applicator shall have paint reservoirs or tanks of sufficient capacity and suitable gauges to apply paint in accordance with requirements specified. Tanks shall be equipped with suitable air -driven mechanical agitators. The spray mechanism shall be equipped with quick -action valves conveniently located, and shall include necessary pressure regulators and gauges in full view and reach of the operator. Paint strainers shall be installed in paint supply lines to ensure freedom from residue and foreign matter that may cause malfunction of the spray guns. The paint applicator shall be readily adaptable for attachment of an air -actuated dispenser for the reflective media approved for use. Pneumatic spray guns shall be provided for hand application of paint in areas where the mobile paint applicator cannot be used. 2. Hand -Operated, Push -Type Machines: a. All machines, tools, and equipment used in performance of the Work shall be approved and maintained in satisfactory operating condition. Hand -operated push - type machines of a type commonly used for application of paint to pavement surfaces will be acceptable for marking small streets and parking areas. Applicator machine shall be equipped with the necessary paint tanks and spraying nozzles, and shall be capable of applying paint uniformly at coverage specified. Sandblasting equipment shall be provided as required for cleaning surfaces to be painted. Hand - operated spray guns shall be provided for use in areas where push -type machines cannot be used. C. Preformed Tape Application Equipment: 1. Mechanical application equipment shall be used for the placement of preformed marking tape. Mechanical application equipment shall be defined as a mobile pavement marking machine specifically designed for use in applying precoated, pressure -sensitive pavement marking tape of varying widths, up to 12 inches (300 mm). The applicator shall be equipped with rollers, or other suitable compactive device, to provide initial adhesion of the preformed, pressure -sensitive marking tape with the pavement surface. Additional hand -operated rollers shall be used as required to properly seat the thermoplastic tape. D. Surface Preparation Equipment: 1. Sandblasting Equipment: a. Sandblasting equipment shall include an air compressor, hoses, and nozzles of proper size and capacity as required for cleaning surfaces to be painted. The compressor shall be capable of furnishing not less than 150 cfm/sec of air at a pressure of not less than 90 psi at each nozzle used, and shall be equipped with traps that will maintain the compressed air free of oil and water. 2. Waterblast Equipment: a. The water pressure shall be specified at 2,600 psi at 140°F (in order to adequately clean the surfaces to be marked. 321723-4 B&MCD NO.: 91942 ZCCU-TWDC32 17 23 PAVEMENT MARKING.DOCX SECTION 32 17 23 — PAVEMENT MARKINGS FOR PARKING LOTS: continued PART 3 - EXECUTION 3.01 SURFACE PREPARATION: A. Thoroughly clean surfaces to be marked before application of the pavement marking material. Dust, dirt, and other granular surface deposits shall be removed by sweeping, blowing with compressed air, rinsing with water or a combination of these methods as required. Rubber deposits, surface laitance, existing paint markings, and other coatings adhering to the pavement shall be completely removed with scrapers, wire brushes, sandblasting, approved chemicals, or mechanical abrasion as directed. Areas of old pavement affected with oil or grease shall be scrubbed with several applications of trisodium phosphate solution or other approved detergent or degreaser, and rinsed thoroughly after each application. After cleaning, oil -soaked areas shall be sealed with cut shellac to prevent bleeding through the new paint. Pavement surfaces shall be allowed to dry, when water is used for cleaning, prior to striping or marking. Surfaces shall be recleaned, when work has been stopped due to rain. 3.02 APPLICATION: A. All pavement markings and patterns shall be placed as shown on the Plans. B. Paint: 1. Paint shall be applied to clean, dry surfaces, and only when air and pavement temperatures are above 40°F and less than 95°F. Paint temperature shall be maintained within these same limits. New asphalt pavement shall be allowed to cure for a period of not less than 3 days before applications of paint. Paint shall be applied pneumatically with approved equipment at rate of coverage specified. Provide guidelines and templates as necessary to control paint application. Special precautions shall be taken in marking numbers, letters, and symbols. Edges of markings shall be sharply outlined. 2. Rate of Application: a. Nonreflective Markings: Paint shall be applied evenly to the pavement surface to be coated at a rate of ±5 square feet/gallon. 3. Drying: a. The maximum drying time requirements of the paint specifications will be strictly enforced to prevent undue softening of bitumen, and pickup, displacement, or discoloration by tires of traffic. If there is a delay in drying of the markings, painting operations shall be discontinued until cause of the slow drying is determined and corrected. C. Thermoplastic Compounds: 1. Thermoplastic pavement markings shall be placed upon dry pavement; surface dry only will not be considered an acceptable condition. At the time of installation, the pavement surface temperature shall be a minimum of 40°F and rising. Thermoplastics, as placed, shall be free from dirt or tint. 2. Longitudinal Markings: a. All centerline, skipline, edgeline, and other longitudinal type markings shall be applied with a mobile applicator. All special markings, crosswalks, stop bars, legends, arrows, and similar patterns shall be placed with a portable applicator, using the extrusion method. 3. Primer: a. After surface preparation has been completed the asphalt pavement surface shall be primed. The primer shall be applied with spray equipment. Primer materials shall be allowed to "set-up" prior to applying the thermoplastic composition. The asphalt concrete primer shall be allowed to dry to a tack -free condition, usually occurring 321723-5 32 17 23 PAVEMENT MARKING.DOCX B&MCD NO.: 91942 SECTION 32 17 23 — PAVEMENT MARKINGS FOR PARKING LOTS: continued in less than 10 minutes. To shorten the curing time of the epoxy resins an infrared heating device may be used on the concrete primer. (1) Asphalt Concrete Primer: Primer shall be applied to all asphalt concrete pavements at a wet film thickness of 0.005 inch, ±0.001 inch) 265 to 400 square feet/gallon. 4. Markings: a. After the primer has "set-up", the thermoplastic shall be applied at temperatures no lower than 375°F nor higher than 425°F at the point of deposition. Immediately after installation of the marking, drop -on glass spheres shall be mechanically applied so that the spheres are held by and imbedded in the surface of the molten material. (1) Extruded Markings: All extruded thermoplastic markings shall be applied at the specified width and at a thickness of not less than 0.125 inch (3.0 mm) or more than 0.190 inch (5.0 mm). (2) Sprayed Markings: All sprayed thermoplastic markings shall be applied at the specified width and the thicknesses designated in the Contract Plans. If the Plans do not specify a thickness, centerline markings shall be applied at a wet thickness of 0.090 inch, ±0.005 inch, and edgeline markings at a wet thickness of 0.060 inch ±0.005 inch. END OF SECTION 32 17 23 321723-6 B&MCD NO.: 91942 ZCCU-TWDC32 17 23 PAVEMENT MARKING.DOCX zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 331100 - PRESSURE PIPE PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes all pressure pipe, fittings, specials, and appurtenances. 1. Pipe Installation: SECTION 333150. 2. Protective Coatings: SECTION 099000. 1.02 REFERENCES: A. Applicable Standards: 1. American Association of State Highway and Transportation Officials (AASHTO). 2. American Water Works Association (AWWA): a. C104 - Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water. b. C110 - Ductile -Iron and Gray -Iron Fittings, 3 Inches Through 48 Inches, for Water and Other Liquids. c. C111 - Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings. d. C115 - Flanged Ductile -Iron Pipe with Ductile -Iron or Gray -Iron Threaded Flanges. e. C150 - Thickness Design of Ductile -Iron Pipe. f. C151 - Ductile -Iron Pipe, Centrifugally Cast, for Water or Other Liquids. g. C153 - Ductile -Iron Compact Fittings, 3 In. Through 24 In and 54 In. Through 64 In. , for Water Service. h. C200 - Steel Water Pipe 6 Inches and Larger. i. C205 - Cement -Mortar Protective Lining and Coating for Steel Water Pipe - 4 Inch and Larger - Shop Applied. j. C207 - Steel Pipe Flanges for Waterworks Service, Sizes 4 Inch Through 144 Inch . k. C208 - Dimensions for Fabricated Steel Water Pipe Fittings. 1. C209 - Cold -Applied Tape Coatings for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines. ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC 331100-1 B&MCD NO.: 91942 SECTION 331100 — PRESSURE PIPE: continued m. C210 - Liquid Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines. n. C213 - Fusion -Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines. o. C214 - Tape Coating Systems for the Exterior of Steel Water Pipelines. p. C215 - Extruded Polyolefin Coatings for the Exterior of Steel Water Pipelines. q. C218 - Coating the Exterior of Aboveground Steel Water Pipelines and Fittings. r. C219 - Bolted, Sleeve -Type Couplings for Plain -End Pipe. s. C300 - Reinforced Concrete Pressure Pipe, Steel Cylinder Type, for Water and Other Liquids. t. C301 - Prestressed Concrete Pressure Pipe, Steel Cylinder Type, for Water and Other Liquids. u. C303 - Concrete Pressure Pipe, Bar -Wrapped Steel Cylinder Type. v. C304 - Design of Prestressed Concrete Cylinder Pipe. w. C606 - Grooved and Shouldered Joints. x. C900 - Polyvinyl Chloride (PVC) Pressure Pipe, 4 Inch through 12 Inch, for Water Distribution. y. C905 - Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters 14 Inch Through 36 Inch. z. C907 - Polyvinyl Chloride (PVC) Pressure Fittings for Water, 4 Inch through 8 Inch aa. M9 - Concrete Pressure Pipe. bb. M11 - Steel Pipe - A Guide for Design and Installation. cc. M23 - PVC Pipe -Design and Installation. dd. M41 - Ductile -Iron Pipe and Fittings. 3. American National Standards Institute (ANSI): a. B16.1 - Cast -Iron Pipe Flanges and Flanged Fittings, Class 25, 125, 250 and 800. b. B16.21 - Nonmetallic Flat Gaskets for Pipe Flanges. 4. American Society for Testing and Materials (ASTM): a. A307 - Carbon Steel Bolts and Studs, 60,000 psi Tensile. b. D1248 - Polyethylene Plastics Molding and Extrusion Materials. c. F477 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe. d. G62 - Test Methods for Holiday Detection in Pipeline Coatings. B&MCD NO.: 91942 331100-2ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC SECTION 331100 — PRESSURE PIPE: continued 5. National Sanitation Foundation (NSF): a. 61 - Drinking Water System Components - Health Effects. 6. Society for Protective Coatings (SSPC): a. SP1 - Solvent Cleaning. b. SP3 - Power Tool Cleaning. c. SP5 - White Metal Blast Cleaning. d. SP7 - Brush -Off Blast Cleaning. e. SP10 - Near -White Blast Cleaning. 1.03 SUBMITTALS: A. Submit as specified in DIVISION 1. B. Submit the following for acceptance prior to fabrication: 1. Pipe and joint details. 2. Special, fitting, and coupling details. 3. Laying and installation schedule. 4. Specifications, data sheets, and affidavits of compliance for protective shop coatings and linings. 5. Manufacturer's design calculations including, but not limited to, wall thickness and deflection under specified live and dead loads. C. Certificates and Affidavits: Furnish the Following Prior to Shipment: 1. Affidavit of compliance with applicable standard. 2. Certificate or origin for all steel flanges. Flanges shall be manufactured in the U.S.A. 3. Test certificates. 1.04 QUALITY ASSURANCE: A. Manufacturers shall be experienced in the design and manufacture of pipe, fittings, specials, or appurtenances for a minimum period of 5 years. B. All pipe manufactured to AWWA C-200 series specifications shall be furnished by a manufacturer certified by the Steel Plate Fabricators Association (SPAA) for steel pipe fabrication. 1.05 DELIVERY, STORAGE AND HANDLING: PART 2 - PRODUCTS ZCCU-TWDC33 11 00 PRESSURE P1PE.DOC 331100-3 B&MCD NO.: 91942 SECTION 331100 — PRESSURE PIPE: continued 2.01 PIPE REQUIREMENTS: Furnish pipe of Ductile Iron material. A. Pipe Marking: All pipe and fittings shall be marked conforming to the applicable standard specification under which the pipe is manufactured and as otherwise specified. 2.02 DUCTILE -IRON PIPE: A. Design and Manufacture of Pipe: 1. Ductile -iron pipe shall conform to AWWA C115, C150 and C151 except as otherwise specified. 2. With laying condition Type 4 for ductile iron for load requirements tabulated herein. a. Use E' of 700 and bedding angle of 90 °. b. 3% deflection limit. c. Add service allowance and standard casting tolerances of AWWA C150 and AWWA C151. d. Select standard pressure class thickness next above total calculated thickness. B. Dimensions: The minimum thickness as defined by pressure class for mechanical or push -on - type joint ductile -iron pipe shall be as indicated 1. Minimum thickness for ductile -iron pipe threaded for screw -on flanges shall be in accordance with AWWA C115. 2. Pipe with grooved barrel for any type of restrained joint shall have wall thickness increased to provide a minimum wall thickness conforming to AWWA C606. C. Joints: 1. Mechanical and Push -On Type: a. Provide mechanical or push -on -type joints for all buried pipe less than 30 inches in diameter unless otherwise specified or indicated. Provide push -on -type joints for sizes 30 inches in diameter and greater. b. Joints shall conform to AWWA C111. 2. Flanged: B&MCD NO.: 91942 331100-4ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC SECTION 331100 — PRESSURE PIPE: continued a. Provide flanged joints for all exposed exterior pipeexcept where otherwise specified or indicated. b. Flanges for pipe shall be ductile iron and conform to the applicable provisions of AWWA C110 and C115 and shall be drilled ANSI B16.1 Class 125. Pipe with victaulic-style couplings and rigid joints conforming to AWWA C606 may be substituted for Class 125 flanged pipe where indicated or approved by Engineer. 3. Sleeved or Coupled: a. Provide for sleeves or couplings where indicated. b. Furnish pipe ends suitable for receiving style of sleeve or coupling indicated or specified. c. Provide anchored couplings where restraint is required to withstand specified operating or hydrostatic test pressure and where indicated. 4. Restrained: a. Furnish for all fittings and where joint restraint is required to offset internal pipeline forces. b. Provide restrained joints of following approved types: Restrained mechanical joint. Cut grooved type for rigid joint conforming to AWWA C606. Restrained push -on joint. Boltless ball and socket joint. Anchored couplings. c. Mechanical joint retainer glands shall not be used where joint restraint is required unless indicated. When indicated, retainer glands shall be Megalug manufactured by EBAA Iron, Inc. or approved equal. D. Fittings: 1. Fittings shall conform to AWWA C110 (or C153) and shall have a pressure rating of not less than that specified for pipe. 2. Fittings shall be ductile iron. 3. Fittings for pipe with mechanical joint shall have mechanical joints. 4. Fittings for pipe with push -on joints shall be mechanical joint (or push -on -type joint.) 5. Fittings for pipe with grooved type joint shall have cut grooved type rigid joints per AWWA C606. 6. Include all specials, taps, plugs, flanges, and wall fittings as required. ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC 331100-5 B&MCD NO.: 91942 SECTION 331100 — PRESSURE PIPE: continued 7. Provide openings for air valve, drain, sampling, sensing, testing, and other connections with threaded bosses or flange outlets sized and located where indicated. 8. Provide tangent blow -off and drain assemblies where indicated. Outlet size shall be 150 mm (6 inches) and have flanged end. E. Lining: 1. All pipe and fittings (for water) shall be cement -mortar lined in accordance with AWWA C 104. F. Lining: 1. Pipe and Fittings: a. All piping and fittings shall be lined with an amine -cured novalac epoxy containing a minimum of 20% by volume of ceramic quartz pigment. The lining shall be Protecto 401 as manufactured by INDURON Protective Coatings, Birmingham, Alabama or NovoCoat SP -2000W as manufactured by NovoCoat Protective Coatings, Addison, Texas. b. Surface preparation shall consist of grit -shot blasting or sandblasting surface to near -gray finish, comparable to SSPC-SPIO. c. Lining shall be applied within 8 hours of surface preparation. The number of coats of lining applied and the time between coats shall be as recommended by the lining manufacturer. d. Total Thickness: A nominal 40 mils. e. Joint surface coating shall be Protecto Joint Compound with Protecto 401 lining system or Novo Coat SP -2000W with Novo Coat lining system. Coal tar is prohibited. Total thickness shall be 6 mils nominal and 10 mils maximum. Flange faces shall not be coated. f. Testing: (1) (2) (3) Lining shall be tested over 100% of the pipe barrel and fitting surface with a nondestructive 4,000 -volt test. All holidays shall be repaired per lining manufacturer's recommendation. A voltage confirmation test shall be performed for each production shift or change in detector operator. G. Coating: 1. All iron pipe and fittings shall be coated with manufacturer's standard bituminous paint coating. B&MCD NO.: 91942 331100-6ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC SECTION 331100 — PRESSURE PIPE: continued 2. Flange faces shall be coated in accordance with AWWA C115. 2.03 SLEEVES AND COUPLINGS: A. Sleeves: 1. AWWA C110 mechanical joint ductile -iron transition- sleeve type: a. Pipe end space shall not exceed one-third of the sleeve laying length. b. Interior, exposed, exterior, or buried service as indicated. B. Couplings: 1. Center sleeve and compression gland -type end ring conforming to AWWA C219. 2. Center sleeve shall be without pipe stop. 3. Couplings for joining concrete or steel pipe shall be steel. 4. Couplings for joining direct buried, exposed exterior, vault or pit installations of iron, or PVC pipe up to 12 -inch diameter shall be iron. Provide lined and coated steel couplings for larger pipe diameters. 5. Couplings for exposed interior iron or PVC pipe may be steel or iron. 6. Fastener bolts shall be ductile iron or stainless steel for iron couplings and high-strength, low -alloy steel for steel couplings. Bolts for direct buried coupling installations shall be stainless steel. 7. Center sleeve and end rings shall be: a. Ductile or malleable iron for iron couplings. b. Steel for steel couplings. 8. Lining and Exterior Coating: a. Use for all steel couplings intended for direct bury, exposed exterior, vault or pit installations. b. Completely coat center sleeve and end rings. c. Two-part epoxy or nylon fuse -coated to a minimum 10 mils thickness. d. Line interior of all steel couplings intended for exposed -interior installations. Coat exterior with normal shop coating. C. Flanged Coupling Adapters: 1. Flanged end and body to be one unit conforming to AWWA C219. Coupling end to be compression gland type with follower ring. 2. Adapters for joining direct buried, exposed exterior, vault or pit installations of iron pipe shall be iron. ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC 331100-7 B&MCD NO.: 91942 SECTION 331100 — PRESSURE PIPE: continued 3. Adapters for joining exposed interior iron pipe may be steel or iron. 4. Flanged end bolt circle, bolt size, and spacing shall conform to the applicable provisions of ANSI B16.1 and shall be drilled Class 125 for iron adapters. Flanges on steel adapters shall be AWWA C207, Class D, drilled ANSI B16.1 Class 125. 5. Bolts and nuts shall be ductile iron for iron adapters and high-strength, low -alloy steel for steel adapters. 6. Anchor studs shall not be used where joint restraint is required. Furnish adapters with tie rod harness assemblies where indicated. 7. Lining and Exterior Coating for Steel Adapters: a. Two-part epoxy or nylon fuse -coated to a 10 mils thickness. b. Completely coat adapter sleeve and end follower gland plus line interior for adapters intended for exposed exterior, vault or pit installations. c. Line interior of all adapters intended for exposed interior installations. Coat exterior with normal shop coating. D. Expansion Joint Couplings: 1. Slip -pipe's exterior section, which is in contact with the packing, is to be hard chrome - plated on a machined surface. 2. Furnish with limit rods where joint restraint is required. 3. Lining and Exterior Coating: a. Normal shop coating. b. Line slip -pipe with epoxy. c. Line body -pipe with epoxy. 4. Bolts and limit rods shall be stainless steel. 5. Acceptable manufacturers are as follows: a. Dresser Industries, Inc. - Type 2 and 3, Style 63. b. Rockwell International Corp. - Type 611. c. Ford Style 811, Ford Meter Box Company, Inc. d. Engineer -approved equal. E. Anchored Couplings: 1. Furnish where joint restraint required to offset internal pipeline forces. 2. Provide harnessed sleeve couplings and flanged coupling adapters with tie rod harnesses where indicated. B&MCD NO.: 91942 331100-8ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC SECTION 331100 — PRESSURE PIPE: continued a. Harnesses shall consist of lugs or clamps welded or otherwise securely fastened to opposite joint elements with tie bolts between opposing lugs. "Dog ear" lugs shall be fabricated as indicated. b. Design of harnesses for steel pipe shall conform with applicable provisions of AWWA M11. 3. Provide expansion couplings with limit rods. 4. Provide couplings for grooved and shouldered type joints conforming to AWWA C606. a. Furnish grooved ends on ductile -iron end pipe. b. Furnish shouldered ends on steel pipe. 5. Mechanical joint retainer glands shall not be used where joint restraint is required unless indicated. When indicated, retainer glands shall be Megalug manufactured by EBAA Iron, Inc. F. Insulated Couplings: 1. Couplings shall be insulated to prevent electrical conductivity where indicated. 2. Insulated coupling design shall be otherwise conforming to the standard types and styles specified. G. Dismantling Couplings: (Dismantling Joint): 1. Consists of a mechanical joint fitting located between two pipe flanges with restraining rods across the mechanical joint section, providing a restrained system with integral space for removal of adjacent equipment. 2. Shall conform to AWWA C-219. 3. Materials shall be steel. 4. When connected to DIP system, install insulating flange kit. 2.04 GASKETS AND BOLTING MATERIALS: A. Provide all gaskets, bolts, lubricant, and other accessories required to install pipe, fittings, and specials complete and ready for service. B. Gaskets for flanged joints shall conform to ANSI B16.21, 1/8 -inch thick full -face synthetic rubber or American Cast Iron Pipe Company Toruseal 1/8 -inch thick full -face gasket. Provide full -face gaskets for all pump and equipment connections. C. Gaskets for ductile iron flanged pipe and fittings 12 inch and smaller shall have "nominal" inside diameters, not the larger inside diameters per ANSI B16.21. ZCCU-TWDC33 11 00 PRESSURE PIPE.DOC 331100-9 B&MCD NO.: 91942 SECTION 331100 — PRESSURE PIPE: continued D. Bolts for flanged joints shall conform to ASTM A307, Grade B. Nut and bolt heads shall be hexagonal. E. Gaskets and bolts for other than flanged joints shall be as otherwise specified for pipe and pipe joints. 2.05 JOINT BONDING: A. Joint bonding shall be provided as indicated. B. Bonding shall be accomplished: 1. With No. 2 insulated, stranded, soft annealed copper wire attached to pipe cylinder by thermic weld. 2. With manufacturer's standard subject to Engineer's approval. PART 3 - EXECUTION 3.01 INSTALLATION: A. Specified in SECTION 333150. 3.02 FIELD TESTING: A. Specified in SECTION 333150. END OF SECTION 331100 B&MCD NO.: 91942 331100-10ZCCU-TWDC33 11 00 PRESSURE P1PE.DOC zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/04/2016, REV 0 SECTION 333150 - PIPE INSTALLATION PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes handling, installation and testing of pipe, fittings, specials, and appurtenances as indicated or specified. B. Related Work Specified Elsewhere: 1. Protective Coatings: SECTION 099000. 1.02 REFERENCES: A. Applicable Standards: 1. American Society for Testing and Materials (ASTM): a. C12 - Installing Vitrified Clay Pipe Lines. b. C828 - Low -Pressure Air Test of Vitrified Clay Pipe Lines. c. D2321 - Underground Installation of Flexible Thermoplastic Sewer Pipe. d. F1417 - Installation Acceptance of Plastic Gravity Sewer Lines Using Low -Pressure Air. 2. American Water Works Association (AWWA): a. C105 - Polyethylene Encasement for Ductile -Iron Pipe Systems. b. C203 - Coal -Tar Protective Coatings and Linings for Steel Water Pipelines -Enamel and Tape- Hot -Applied. c. C205 - Cement -Mortar Protective Lining and Coating for Steel Water Pipe - 4 Inch and Larger - Shop Applied. d. C206 - Field Welding of Steel Water Pipe. e. C209 - Cold -Applied Tape Coatings for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines. f. C600 - Installation of Ductile -Iron Water Mains and Their Appurtenances. g. C651- Disinfecting Water Mains. h. M9 - Concrete Pressure Pipe. ZCCU-TWDC33 31 50 PIPE INSTALLATION.D0C333150-1 B&MCD NO.: 91942 SECTION 333150 — PIPE INSTALLATION: continued i. M 1l - Steel Pipe - A Guide for Design and Installation. j. M23 - PVC Pipe - Design and Installation. 3. Federal Specifications (FS): a. SS -S-00210 - Sealing Compound, Preformed Plastic, For Expansion Joints and Pipe Joints. 1.03 DELIVERY, STORAGE AND HANDLING: A. Handle in a manner to ensure installation in sound and undamaged condition. 1. Do not drop or bump. 2. Use slings, lifting lugs, hooks, and other devices designed to protect pipe, joint elements, linings, and coatings. B. Ship, move, and store with provisions to prevent movement or shock contact with adjacent units. C. Handle with equipment capable of work with adequate factor of safety against overturning or other unsafe procedures. PART 2 - PRODUCTS Specified in respective Sections, this Division. PART 3 - EXECUTION 3.01 INSTALLATION - GENERAL: A. Use equipment, methods, and materials ensuring installation to lines and grades indicated. 1. Maintain within tolerances specified or acceptable laying schedule. a. Alignment: +1 inch per 100 feet in open cut or tunnel. b. Grade: +1 inch per 100 feet. 2. Do not lay on blocks unless pipe is to receive total concrete encasement. 3. Accomplish horizontal and vertical curve alignments with bends, bevels, and joint deflections. a. Limit interior joint opening in concrete pipe except for open side on deflected joints to: (1) 3/8 -inch in laying schedule. (2) 1/2 -inch in actual installation. B&MC.D NO.: 91942 333150-2ZCCU-TWDC33 31 50 PIPE INSTALLATION.DOC SECTION 333150 — PIPE INSTALLATION: continued b. Limit joint deflection with ductile -iron pipe to conform to AWWA C600. Deflection may, with approval, exceed standard deflections by using machined bells. c. Use short specials preceding curves as required. 4. Obtain acceptance of method proposed for transfer of line and grade from control to the Work. B. Install pipe of size, materials, strength class, and joint type with embedment indicated for plan location. C. Insofar as possible, commence laying at downstream end of line and install pipe in direction of flow. Obtain Engineer approval for deviations therefrom. D. Clean interior of all pipe, fittings, and joints prior to installation. Exclude entrance of foreign matter during installation and at discontinuance of installation. 1. Close open ends of pipe with snug -fitting closures. 2. Do not let water fill trench. Include provisions to prevent flotation should water control measures prove inadequate. 3. Remove water, sand, mud, and other undesirable materials from trench before removal of end cap. E. Brace or anchor as required to prevent displacement after establishing final position. F. Perform only when weather and trench conditions are suitable. Do not lay in water. G. Observe extra precaution when hazardous atmospheres might be encountered. 3.02 JOINTING: A. General Requirements: 1. Locate joint to provide for differential movement at changes in type of pipe embedment, impervious trench checks, and structures. a. Not more than 8 inches from structure wall, or b. Support pipe from wall to first joint with concrete cradle structurally continuous with base slab or footing. c. As indicated. 2. Perform conforming to manufacturer's recommendations. 3. Clean and lubricate all joint and gasket surfaces with lubricant recommended. 4. Use methods and equipment capable of fully seating or making up joints without damage. ZCCU-TWDC33 31 50 PIPE INSTALLATION.D0C333150-3 B&MCD NO.: 91942 SECTION 333150 — PIPE INSTALLATION: continued 5. Check joint opening and deflection for specification limits. B. Special Provision for Jointing Concrete Pipe: 1. With rubber gaskets to steel joint rings: a. Check gasket position and condition with feeler gauge prior to installation of next section. b. Grout and/or point or seal joint spaces as follows: (1) Interior - With preformed bead of plastic joint sealer of material conforming to Federal Specification SS -S-00210 placed prior to jointing. Prime surfaces prior to jointing. Join pipe with sufficient force to squeeze out plastic sealing material around interior joint. Trim off excess to obtain flush surface around interior joint space. Do not apply plastic joint sealer by pointing or grouting after jointing. Plastic joint sealer must be in compression. Do not use for installed interior joint spaces exceeding 13 mm (1/2 -inch); use mortar in these cases. - With stiff mortar of one part portland cement as specified for pipe and one part sand. For pipe 600 mm (24 -inch) and greater, trowel into (entire circumference of joint) (bottom one-third of joint opening) to provide smooth, flush surface across joint. For pipes less than 600 mm (24 inches) in diameter, butter interior joint space of the bell with cement mortar prior to joining. Excess mortar squeezed out of the joint space by the joining action is to be smoothed by drawing an inflated swab through the pipe. (2) Exterior - With preformed bead of plastic joint sealer of material conforming to Federal Specification SS -S-00210 placed prior to jointing. Prime surface prior to jointing. - With preformed closed-loop joint filler composed of flexible, water degradable polyurethane foam into which is dispersed unhydrated portland cement of not less than 63% by total weight. Joint filler shall be installed against the concrete spigot shoulder behind the steel spigot ring gasket groove. Join pipe with sufficient force to compress the joint filler. - With grout of pouring consistency made of one part portland cement and two parts sand, retained by a waterproof paper or cloth diaper strapped or wired to the pipe. Use diaper designed for the joint. Rod grout with stiff B&MCD NO.: 91942 333150-4ZCCU-TWDC33 31 50 PIPE INSTALLATION.DOC SECTION 333150 — PIPE INSTALLATION: continued wire formed to pipe curvature during pouring. Use diapered grout seal on restrained clamp -type, snap -ring, and set -screw type joints. - Omit exterior grouting or joint sealer where pipe is totally concrete encased. (3) Lay pipe sufficiently in advance of pointing and grouting to preclude damage to mortar. 2. With rubber gaskets to concrete joint: Check gasket position with feeler gauge prior to installation of next section. 3. With plastic gasket to concrete joint: a. Apply primer to joint surfaces and allow to dry. b. Place strips of plastic sealing compound on one joint surface to form continuous gasket. Do not remove protective paper until ready to join. c. Join pipe with sufficient force to squeeze out plastic sealing material around periphery. Trim off excess to obtain flush surface around interior joint space. Do not apply plastic sealer by pointing or grouting after jointing. Plastic joint sealer must be in compression. Do not use for installed interior joint spaces exceeding 13 mm (1/2 -inch); use mortar in these cases. 4. With mortar to concrete joints: a. Place bed of mortar in shallow excavation at joint. b. Dampen bell element and butter bottom half with mortar. c. Dampen socket and butter top half with mortar. d. Join pipe, squeezing mortar out of grooves. Smooth off excess at interior space, pointing up any remaining spaces. e. Point up exterior joint with band of mortar after laying has advanced a minimum of three pipe lengths. 5. Pressure pipe installation shall conform to AWWA M9. C. Special Provisions for Jointing Ductile -Iron Pipe: 1. Conform to AWWA C600. 2. Visually examine while suspended and before lowering into trench. a. Paint bell, spigot, or other suspected portions with turpentine and dust with cement to check for cracks invisible to the eye. b. Remove turpentine and cement by washing when test is satisfactorily completed. D. Special Provisions for Jointing Steel Pressure Pipe: ZCCU-TWDC33 31 50 PIPE INSTALLATION.D0C333150-5 B&MCD NO.: 91942 SECTION 333150 — PIPE INSTALLATION: continued 1. Conform to AWWA M11. 2. Check for holidays in coating and make repairs as required. 3. Weld pipe and fittings to conform to AWWA C206. 4. Grout inside joints of welded pipe and fittings mortar lined conforming to AWWA C205. 5. Apply epoxy coating to inside of welded joints in pipe 600 mm (24 inches) and larger. 6. Apply cold tape coating conforming to AWWA C209 to buried exterior connections, special sections, fittings, couplings, and bare metal. E. Special Provisions for Jointing Vitrified Clay Sewer Pipe: 1. Conform to ASTM C12. 2. No hooks shall be permitted to come in contact with premolded joint surfaces. Excavate bell holes at each joint or coupling to provide full length barrel support of the pipe and to prevent point loading at the bells or couplings. F. Special Provisions for Jointing PVC Pipe and Composite Sewer Pipe: 1. Conform to ASTM D2321. Pressure pipe installation shall also conform to AWWA M23. 2. Excavate bell holes at each joint or coupling to provide full length barrel support of the pipe and to prevent point loading at the bells or couplings. 3. Seal cut face of any joint of Composite Sewer Pipe installed to prevent exfiltration during air testing. 4. Connect pipe to new or existing rigid structures or manhole tie-ins with manhole couplings. G. Special Provisions for Grooved -End and Shouldered Type Joints: 1 Use fittings and couplings that are made by the same manufacturer that are listed for use together. 2. Assemble joints with coupling, gasket, lubricant, and bolts according to manufacturer's written instructions. H. Special Provisions for Jointing Subaqueous Installations: 3.03 ELECTRICAL BONDING. AND INSULATION: A. Electrically bond adjacent lengths of pipe and fittings unless otherwise indicated. B. Use materials specified in SECTION 331100 applied to conform to manufacturer's instructions. B&MCD NO.: 91942 333150-6ZCCU-TWDC33 31 50 PIPE INSTALLATION.DOC SECTION 333150 — PIPE INSTALLATION: continued C. Install insulated joints of dielectric materials. 1. Where indicated. 2. Between dissimilar materials which could cause galvanic action. 3. Conform to manufacturer's instructions. 3.04 CUTTING: A. Cut in neat manner without damage to pipe. B. Observe Specifications regarding joint locations. C. Cut cast-iron, ductile -iron, and steel pipe with carborundum saw or other acceptable method per manufacturer's instructions. 1. Smooth cut by power grinding to remove burrs and sharp edges. 2. Repair lining as required and approved. 3.05 CLOSURE PIECES: A. Connect two segments of pipeline or a pipeline segment and existing structure with short sections of pipe fabricated for the purpose. B. Observe Specifications regarding location of joints, type of joints, and pipe materials and strength classifications. C. Field -fabricated closures, where required, shall be concrete encased between adjacent flexible joints. D. May be accomplished with sleeve coupling: 1. Of length such that gaskets are not less than 75 mm (3 inches) from pipe ends. 2. Wrap exterior of buried steel couplings with polyethylene encasement conforming to AWWA C105 3.06 TEMPORARY PLUGS: A. Furnish and install temporary plugs at each end of Work for removal by others when completed ahead of adjacent contract. B. Remove from pipe laid under adjacent contract in order to complete pipe connection when work by other contractor is finished prior to work at connection point under this Contract. C. Plugs: 1. Test plugs as manufactured by pipe supplier. 2. Fabricated by Contractor of substantial construction. 3. Watertight against heads up to 6 m (20 feet) of water. ZCCU-TWDC33 31 50 PIPE INSTALLATION.D0C333150-7 B&MCD NO.: 91942 SECTION 333150 — PIPE INSTALLATION: continued 4. Secured in place in a manner to facilitate removal when required to connect pipe. 3.07 CONNECTIONS TO EXISTING STRUCTURES: A. Connect pipe to existing structures and pipelines where indicated. B. Prepare structure by making an opening with at least 3 inches clearance all around fitting to be inserted. C. Observe pertinent articles of Specifications pertaining to joint locations and closures. D. Repair wall opening with nonshrinking grout. 3.08 POLYETHYLENE ENCASEMENT: A. Encase pipe, fittings, valves, and other appurtenances with polyethylene film as indicated or specified. B. Materials: 1. Polyethylene material shall be as follows: a. Conform to AWWA C105. b. Class C (Black). 2. Adhesive tape shall be as follows: a. Approximately2 inches wide and plastic backed. b. Capable of bonding securely to metal surfaces and/or polyethylene material. c. Polyken No. 900, Scotchrap No. 50, or Engineer -approved equal. C. Installation: 1. Perform to conform to AWWA C105. 2. Use adhesive tape to fasten polyethylene film in place. 3. Minimize exposure of polyethylene film to sunlight. 4. Wrap pipe, valves, fittings, and couplings per AWWA C105 installation standards. 3.09 FIELD TESTING: A. Acceptance Tests for Gravity and Low -Pressure Pipelines: 1. Alignment: a. Sewer shall be inspected by flashing a light between manholes or by physical passage where space permits. b. Contractor shall clean pipe of excess mortar, joint sealant, and other dirt and debris prior to inspection. c. Determine from Illumination or Physical Inspection: B&MCD NO.: 91942 333150-8ZCCU-TWDC33 31 50 PIPE INSTALLATION.DOC SECTION 333150 — PIPE INSTALLATION: continued (1) Presence of any misaligned, displaced, or broken pipe. (2) Presence of visible infiltration or other defects. d. Correct defects as required prior to conducting leakage tests. 2. Leakage Test: a. Contractor shall perform by exfiltration method on all pipe installed (except where air tests permitted at Contractor's option). b. Furnish water and all facilities required including: (1) Necessary piping connections. (2) Test pumping equipment. (3) Water meter. (4) Pressure gauge. (5) Bulkheads. (6) All miscellaneous items required. c. Obtain approval of equipment and acceptance of methods proposed for use. d. Conduct initial test on first section of pipe laid by each crew. (1) Include a minimum of 10 lengths of pipe but not to exceed 90 m (300 feet). (2) Perform before backfilling. (3) Satisfactorily complete test before crew is permitted to continue pipe installation. e. Test remaining pipe in sections determined by Contractor and approved by Engineer. f. Perform at test pressures specified as measured: Ductile iron, vitrified clay, RCP, PVC, and Composite Pipe, not less than 1.2 m (4 feet) of water above the invert of the sewer at the upstream manhole nor more than 6 m (20 feet) of water. g. Maintain test as necessary to locate all leaks but not less than two hours. h. Repeat as necessary after repairs of leaks and defects until leakage as measured does not exceed 250 gallons per day per inch of nominal pipe diameter per mile for sewers less than 24 -inch diameter. For sewers with diameter 24 inches or greater, leakage shall not exceed 6,000 gallons per day per mile of pipe. i. Repeat as necessary after repair of leaks and defects until leakage as measured does not exceed limits listed ingallons per inch of internal diameter per hour per 100 feet of pipe length: ZCCU-TWDC33 31 50 PIPE INSTALLATION.D0C333150-9 B&MCD NO.: 91942 SECTION 333150 — PIPE INSTALLATION: continued (Gallons) (1) Sanitary and industrial waste sewer 0.15 (2) Other gravity lines: (a) Reinforced concrete with circular cross-section rubber - gasket joint 0.2 (b) Reinforced concrete with noncircular cross-section rubber -gasket joint 0.2 (c) Reinforced concrete with plastic joint 0.3 (d) Reinforced concrete with mortar joint No test (e) Clay with compression - type joint 0.2 (f) PVC and Composite Pipe with gasket -type joint 0.2 j. Protect manholes and other structures by means of bulkheads to prevent bursting pressures from being applied inside the structure. k. Exfiltration testing of all manholes shall be performed by Contractor and shall be tested separately from the pipe. (1) Manholes shall be tested by plugging all openings in a watertight manner which will withstand the hydrostatic pressure when manhole is filled with water. (2) Testing shall commence 12 hours after manhole has contained the test water. (3) Manholes having a depth greater than 25 feet shall be tested for only 25 feet head of water. Manholes 25 feet deep or less shall be tested full of water. (4) Exfiltration shall not exceed 1.14 gallons per day per vertical foot of manhole. 1. Dewater pipe and manholes upon completion of testing. 3. Air Testing: Perform air tests per ASTM C828 for clay or F1417 for plastic pipe at Contractor's option in lieu of exfiltration test for pipe sizes up to and including 42 inches in diameter. B&MCD NO.: 91942 333150-10ZCCU-TWDC33 31 50 PIPE INSTALLATION.DOC SECTION 333150 — PIPE INSTALLATION: continued a. Furnish all facilities required including: Necessary piping connections. Test pumping equipment. Pressure gauges or manometers. Bulkheads. All miscellaneous items required. b. Obtain approval of equipment and acceptance of methods proposed for use. c. Conduct initial test on first section of pipe laid by each crew. (1) Include a minimum of 10 lengths of pipe but not to exceed 300 feet. (2) Perform before backfilling. (3) Satisfactorily complete test before crew is permitted to continue pipe installation. d. Test remaining pipe in sections determined by Contractor and approved by Engineer. e. A wetted interior pipe surface on clay pipe is desirable and will produce more consistent test results. f. Plug ends of line and cap or plug all connections to withstand internal test pressures. g. Introduce low-pressure air until internal air pressure is4.0 psi greater than the average back pressure of ground water above the pipe invert. h. Allow two to five minutes for air pressure to stabilize. Adjust pressure to 3.5 psi and start test. i. Time required for pressure to decrease 1.0 psi from 3.5 to 2.5 psig greater than the average back pressure of any ground water above the pipe invert shall not be less than the minimum test time in the following table for the given diameters: Minimum Test Times (Minutes) in Plastic Pipe Nominal Pipe Minimum Length for Time for Diameter Time (min.)* Min. Time Longer Length(s)* 4 in. 3:46 597 ft. 0.380 L 6 in. 5:40 398 ft. 0.854 L 8 in. 7:34 298 ft. 1.520 L ZCCU-TWDC33 31 50 PIPE INSTALLATION.D0C333150-11 B&MCD NO.: 91942 SECTION 333150 — PIPE INSTALLATION: continued 12 in. 11:20 199 ft. 3.418 L 15 in. 14:10 159 ft. 5.342 L 18 in. 17:00 133 ft. 7.692 L 24 in. 22:40 99 ft. 13.674 L 36 in. 34:00 66 ft. 30.768 L * For 0.5 psi pressure test drop, required test times shall be exactly one-half the values shown. j. Repeat test as necessary after all leaks and defects have been repaired. B. Acceptance Tests for Pressure Pipelines: 1. Perform hydrostatic pressure and leakage tests. a. Conform to AWWA C600 procedures. (1) (2) As modified herein. Shall apply to all pipe materials specified. b. Perform after backfilling. 2. Test separately in segments between sectionalizing valves, between a sectionalizing valve and a test plug, or between test plugs. a. Select test segments such that adjustable seated valves are isolated for individual checking. b. Contractor shall furnish and install test plugs. (1) Including all anchors, braces, and other devices to withstand hydrostatic pressure on plugs. (2) Be responsible for any damage to public or private property caused by failure of plugs. 3. Limit fill rate of line to available venting capacity. Fill rate shall be regulated to limit velocity in lines when flowing full to not more than 0.15 to 0.30 m/s (0.05 to 1 fps). 4. Owner shall make water for testing available to Contractor at nearest source (at Owner's lowest rate step). 5. Pressure and Leakage Test: a. Test pressure shall not be less than 1.25 times the working pressure at the highest point along the test section. B&MCD NO.: 91942 333150-12ZCCU-TWDC33 31 50 PIPE INSTALLATION.DOC SECTION 333150 — PIPE INSTALLATION: continued b. Be at least 2 -hour duration. Maintain pressure throughout test V+5 psi of test pressure. c. Leakage test shall be conducted concurrently with the pressure test. d. Acceptable when leakage does not exceed that determined by the following formula: (1) In English units: L = 0.0000075 SD(P)112, in which L = allowable leakage, in gallons per hour S = length of pipe tested, in feet D = nominal diameter of the pipe, in inches P = average actual leakage test pressure in psig e. These formulas are based on an allowable leakage of 11.65 gpd/mile/in of nominal diameter at a pressure of 150 psi. f. When testing against closed metal -seated valves, an additional leakage per closed valve of 0.0078 gal/hr/in of nominal valve size shall be allowed. g. When hydrants are in the test section, the test shall be made against the main valve in the hydrant. h. Repeat test as necessary. (1) After location of leaks and repair or replacement of defective joints, pipe, fittings, valves or hydrants. All visible leaks are to be repaired regardless of the amount of leakage. (2) Until satisfactory performance of test. i. OwnerEngineer will witness pressure and leakage test. C. Deflection Testing: 1. Maximum installed deflections of flexible pipe shall be as follows: Deflection - Percent Type of Pipe of Mean Internal Diameter Composite Pipe 5 PVC Pipe 5 D. Soil Corrosion Testing: 1. Perform electrical conductivity test on bonded pipe segments. 2. Perform pipe -to -soil potential surveys. ZCCU-TWDC33 31 50 PIPE fNSTALLATION.D0C333150-13 B&MCD NO.: 91942 SECTION 333150 — PIPE INSTALLATION: continued 3. Submit 3 copies of test and survey reports to Engineer. 3.10 DISINFECTION: A. Disinfection of Pipelines for Conveying Potable Water: 1. Conform with AWWA C651. a. As modified herein. b. Include preliminary flushing, chlorination, and final flushing. 2. Owner will accomplish chlorination. a. In conjunction with pressure testing. b. At minimum initial dosage of ppm chlorine in all portions. c. Contractor provide labor assistance and service connections as indicated or as requested. 3. Contractor shall perform preliminary and final flushing. 4. Minimum preliminary flushing rates to produce 2.5 fps velocity in main shall be as follows: Hydrant Outlets Pipe Size Flow Rate 2 -1/2 -inch 10" 600 gpm 1 a. Valve hydrant outlet to control flow. With a 40 psi pressure in the main with the hydrant flowing to atmosphere, a 2 -1/2 -inch hydrant outlet will discharge approximately 1,000 gpm and a 4 -1/2 -inch hydrant outlet will discharge approximately 2,500 gpm. b. Flush pipeline before use for potable water supply purposes. Dispose of preliminary flushing water without damage to public or private property. 5. Dispose of final flushing water without damage to public or private property. Continue until tests conducted by Owner prove acceptable. 6. Repeat disinfection process should initial treatment fail to yield satisfactory results. a. At the expense of Contractor, including cost of additional water. b. Owner will provide sampling and laboratory testing. B&MCD NO.: 91942 333150-14ZCCU-TWDC33 31 50 PIPE INSTALLATION.DOC SECTION 333150 — PIPE INSTALLATION: continued 3.11 FIELD PAINTING: Specified in SECTION 099000. END OF SECTION 333150 ZCCU-TWDC33 31 50 PIPE INSTALLATION.D0C333150-15 B&MCD NO.: 91942 zColo Chiller Upgrade Project Tukwila, WA — Data Center 11/042016, REV 0 SECTION 334100 - STORM DRAINAGE SYSTEM PART 1 - GENERAL 1.01 SUMMARY: A. This Section includes storm drainage pipe and appurtenances, manholes, and inlet and outlet structures. B. Related Work Specified Elsewhere: 1. Site Preparation and Earthwork: SECTION 312000. 2. Trenching and Filling for Open -Cut Construction: SECTION 312333. 1.02 REFERENCES: A. Applicable Standards: 1. American Society for Testing and Materials (ASTM): a. A48 - Gray Iron Castings. b. C14 - Concrete Sewer, Storm Drain, and Culvert Pipe. c. C32 - Sewer and Manhole Brick (Made from Clay or Shale). d. C76 - Reinforced Concrete Culvert, Storm Drain and Sewer Pipe. e. C270 - Mortar for Unit Masonry. f. C443 - Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets. g. C478 - Precast Reinforced Concrete Manhole Sections. h. C506 - Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe. 2. American Association of State Highway and Transportation Officials (AASHTO): a. M36 - Zinc Coated (Galvanized) Corrugated Iron or Steel Culverts and Underdrains. b. M190 - Bituminous Coated Corrugated Metal Culvert Pipe and Arches. c. M252 - Plastic and Polyethylene Corrugated Drainage Pipe or Tubing. 1.03 SUBMITTALS: ZCCU-TWDC33 41 00 STORM DRAINAGE SYSTEM.DOC 334100-1 B&MCI SECTION 334100 - STORM DRAINAGE SYSTEM: continued A. Tests to determine conformance with all requirements of this Specification for quality and properties of all Contractor -secured materials, shall be performed by an independent commercial laboratory retained and compensated by Contractor, and approved by Engineer. B. When incorporating materials into the Work, quality control testing will be performed during construction by a testing laboratory retained and compensated by Owner. C. Copies of reports and certificates regarding tests and inspection of equipment, materials, and completed Work shall be distributed as specified in DIVISION 1. Furnish specific schedule for sampling to provide Engineer with the opportunity to observe sampling. PART 2 - PRODUCTS 2.01 REINFORCED CONCRETE PIPE: A. Design of circular pipe to conform to ASTM C76 except as modified herein. B. Design of arch pipe to conform to ASTM C506 except as modified herein. C. Furnish in lengths of not less than 8 feet, except fittings, closure pieces, and specials. D. Pipe shall be of size and class as indicated. E. Joints shall be rubber conforming to ASTM C443 and concrete. Rubber gaskets shall be of 0 -ring cross section. 2.02 MASONRY MORTAR: A. Conform to ASTM C270, Type M. 2.03 IRON CASTINGS: A. Conform to ASTM A48, of the type and size indicated. 2.04 STORM DRAINAGE STRUCTURES: A. Reinforced Portland Cement Concrete: All reinforced portland cement concrete storm drainage structures shall have a paved invert and a smooth grade from pipe invert to pipe invert in structures having more than one pipe. 1. Precast: a. Structures shall be of precast construction where indicated or as approved by Engineer. b. Precast structures shall have cast -in-place reinforced concrete base conforming to DIVISION 3. B&MCD NO.: 91942 334100-2ZCCU-TWDC33 41 00 STORM DRAINAGE SYSTEM.D SECTION 334100 - STORM DRAINAGE SYSTEM: continued c. Precast manholes: Conform to ASTM C478. Joints shall be of rubber conforming to ASTM C443, paragraph 7 and concrete. Rubber gaskets shall be of the 0 -ring type. PART 3 - EXECUTION 3.01 GENERAL: A. Lay all pipe carefully, true to lines and grades indicated. Any pipe which is not in true alignment or which shows undue settlement after laying shall be taken up and relaid at Contractor's expense. 3.02 INSTALLATION - REINFORCED CONCRETE PIPE: A. Perform jointing to conform to pipe manufacturer's recommendations. B. Clean joints thoroughly, and coat gasket and tongue and groove or bell and spigot with recommended lubricant before jointing. C. Check position of rubber gasket with feeler prior to shoving pipe home. D. Fill exterior pipe with a 1:2 cement mortar of pouring consistency and cover with a waterproof paper or cloth diaper wired in position. Rod mortar with a stiff wire curved to the radius of the pipe. E. Fill interior of joint with stiff mix of 1:1 cement mortar troweled into place to provide a continuous smooth surface across joint (pipe 36 inches in diameter and larger). END OF SECTION 334100 ZCCU-TWDC33 41 00 STORM DRAINAGE SYSTEM.DOC 334100-3 B&MCI BURNS`McDONNELL. March 30, 2017 City of Tukwila — Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 Updated Drawings for Review — ECN 002 & ECN 003 zColo/Zayo Chiller Upgrade Project 3311 South 120t Place Tukwila, WA 98168 DEVELOPMENT Permit Application Number D16-0305 Burns & McDonnell would like to provide updated drawings based on changes that occurred in ECN 002 & ECN 003. We have also included the geotechnical report in this revision submittal. Please update your civil and structural related drawing sets accordingly related to the above reference project/permit number with the updated drawings submitted herein. Respectfully submitted, "„t,.9"‘/P Buddy A. Hendrix Project Manager Enclosures: 1) Revision Submittal Sheet provided by the City of Tukwila dated March 30th, 2017 2) Engineering Change Notice - 002 3) Engineering Change Notice — 003 4) Geotechnical Report date September 23, 2016 REVISIO buo3os RECEIVED CITY OF TUKWILA APR a7 2011 PERMIT CENTER 9400 Ward Parkway • Kansas City, MO 64114-3319 Tel: 816 333-9400 • fax: 816 333-3690 • www.burnsmcd.com To: Anthony Garcia NOVA 1 Main Street, Unit #3 Nyack, NY 10960 BURNS &ISDONNELL Engineering Change Notice 71190N Engineering Change Notice: 003 Requested By: zColo / Burns & McDonnell Date Issued: 30th March 2017 o, Subject: zColo — Tukwila, WA Data Center — Chiller Upgrade Project Drawing/Specification Reference: See below. Reason for Change: [ ] Modify current drawing, detail, or spec [ X ] Clarification to current documents Description of Clarification: Civil Related Drawing Updates: The civil updates were performed due to the existing grade information received from the client and subsequently used for design being incorrect. Note 1 on C-001, C-101 and C-103 address this situation. 1. C-001was updated to show additional sidewalk removal in the area of the storm sewer cleanout (F7.) Sidewalk removal was deleted in the area of the east stoop (F12.). Removed demo requirements for the two existing fire protection lines to show existing conditions for only the one fire protection line to remain (please note based on contractor further review, it was determine that there was only one fire protection line by contractor review/investigation). Updated this drawing to reflect the actual pipe size and depth for this one fire protection line. 2. C-101 updates include additional sidewalk between chiller yard wall and existing side walk (D8-11); reduction of the size of the east stoop (D10); and showing locations for proposed new area drains and weep holes (D7 & D10). 3. C-102 updates includes re -sloping the new chiller yard slope to accommodate site conditions. Existing elevations along the building (A5-14) were changed to 16.65' and elevations through the middle of the yard (D5-14) were changed to 15.29' at the direction of the contractor. From this information a new existing surface was created in which the affected elevations were changed to reflect. The overall design intent from previous design is being maintained. The proposed spot elevations were adjusted per the corrected existing elevations information given. Four additional weep holes are shown for a total of 7 - 4" diameter weep holes to drain water from within the chiller yard walls. Three area inlets (F5, F9 & F14) are shown to drain the area between the chiller yard wall and the sidewalk. A 4" drain pipe has been added parallel to the chiller yard wall (F5-14) which will have each of the weep holes tied into it along with the area drains. The two sections of 4" drainage piping will connect to existing storm sewer at its clean-out location (F8). The fiber vault top elevation was called out as 16.99 at the direction of the contractor (B7). The concrete surrounding it was adjusted to fit with the surrounding grades. 4. C-103 updates show the new 4" sections of pipe, new area inlets and associated callouts. Added call -out note to identify for the existing fire protection line to remain, also provided update with pipe size and depth for this fire protection line. 5. C-104 updates show the new invert tie—ins for the new 4" sections of pipe. 6. C-501 added a detail to reflect existing trench conditions to be maintained for existing fire protection line. Structural Related Drawing Updates: ��++ TT�� RECEIV/ 7. S-101 Added step into the chiller yard and shortened east concrete stoop to matc1PATX OF TU civil sidewalk elevation. Added Detail C/S-501 to clarify stoop at hinged louver. 8. S-201 Revised wall elevations based on field elevations provided from the contractor. APR 01 9. S-501 Added Detail C to clarify stoop, step and hinged louver. Revised dimension in Detail B. PERMIT C Signed: Buddy A. Hendrix Date: 03/30/2017 ED WILA 2017 E Attached Documents: Drawings C-001, C-101, C-102, C-103, C-104, C-501, S-101, S-201, & S-501 dated 30th March 2017 Z\CLIENTS\GFS \ZAYOGROUP191942 TUKWWI.ACRIRRPL\DESIGN\ DSGN SUBMITTALS\ECNS\ECN NO. 3\WORKING\01 91942 ZCOLO CHILLER UPGRADE ECN003.DOC zColo Tukwila, WA Data Center — ECN No. 003 110305 Page 1 of 1 NTER BURNS`MSDONNELL_ Engineering Change Notice To: Anthony Garcia NOVA 1 Main Street, Unit 143 Nyack, NY 10960 Engineering Change Notice: 002 Requested By: zColo / Burns & McDonnell Date Issued: 1St March 2017 Subject: zColo — Tukwila, WA Data Center — Chiller Upgrade Project Drawing/Specification Reference: See below. Reason for Change: [ ] Modify current drawing, detail, or spec [ X ] Clarification to current documents Description of Clarification: Geotechnical and Structural Related Drawing Updates: 1. Specification section 31 63 16 "Foundation certification page added per the request of the of drilled shafts per the original basis of design. 2. Delete specification section 31 63 29 "Drilled project. 3. S-101 Revised drilled shaft or auger cast pile underground utilities. Added wording to construction per request of contractor. 4. S-501 Added wording to construction documents contractor. Revised chiller anchor attachment Signed: Buddy A. Hendrix Date: 03/01/2017 Piling (Pressure Grouted Piles)" and contractor to utilize auger cast piles in lieu Shaft Foundations" in its entirety from this locations based on feedback from NOVA of documents to allow auger cast piles to allow auger cast piles per request of detail. Attached Documents: Specification Certification Update, Specification Table of Contents Update, Specification section 31 63 16, S-101 and S-501 dated 1" March 2017 :\CLIENTS\GFS\ZAYOGROUP\91942_TUKW ILACHLRRPL\DESIGN\_DSGN_SUBMTTTAiS\ECNS\ECN NO. 2\WORKING\01 _91942_ZCOLO_CHILLER_UPGRADE_ECN002.DOC RISION NU. bUrO3O zColo Tukwila, WA Data Center — ECN No. 002 CITY OF TUKKWILA APR 07 2011 PERMIT CENTER Page 1 of 1 1 TECHNICAL SPECIFICATIO TABLE OF CONTENTS BIDDING REQUIREMENTS A Instruction to Bidders B Bid Form C Proposal Letter Template DIVISION 1 - GENERAL CONSTRUCTION 011100 Summary of Work 011300 Special Project Procedures 013100 Project Coordination and Meetings 013200 Construction Progress Schedules and Reports 013300 Submittals 014200 Definitions and Standards 016000 Equipment and Material 017310 Cutting and Patching 017800 Contract Closeout 017850 Warranties DIVISION 2 — EXISTING CONDITIONS 024116 Utility Demolition 024119 Selective Demolition DIVISION 3 - CONCRETE 031000 Concrete Formwork 032000 Concrete Reinforcement 033000 Cast -In -Place Concrete 034500 Precast Architectural Concrete DIVISION 4 - MASONRY 042200 Unit Masonry DIVISION 5 - METALS 054000 Cold -Formed Metal Framing DIVISION 6 — WOOD, PLASTICS, AND COMPOSITES 061053 Miscellaneous Rough Carpentry 061600 Sheathing DIVISION 7 — THERMAL AND MOISTURE PROTECTION 072100 Thermal Insulation 072726 Fluid -Applied Membrane Air Barriers 076200 Sheet Metal Flashing and Trim 079200 Joint Sealants 079513.16 Exterior Expansion Joint Cover Assemblies DIVISION 8 — OPENINGS 0811.13 Hollow Metal Doors and Frames :084113 Afumirium-Framed Entrances and Storefronts 087111 Door Hardware (Descriptive Specification) 088000. Glazing zColo Chiller Upgrade, Tukwila, WA — Data Center TC -1 Update Issued per Engineering Change Notice (ECN-002) TECHNICAL SPECIFICATIC TABLE OF CONTENTS DIVISION 9 — FINISHES 092216 Non -Structural Metal Framing 092400 Cement Plastering 092900 Gypsum Board 099113 Exterior Painting 099123 Interior Painting DIVISION 10 —SPECIALTIES 102213 Wire Mesh Partitions DIVISION 31— EARTHWORK 312000 Site Preparation and Earthwork 312333 Trenching and Filling for Open -Cut Construction 316316 Foundation Piling (Pressure Grouted Piles) 316329 Drilled Shaft Foundations DIVISION 32 — EXTERIOR IMPROVEMENTS 321123 Crushed Aggregate Base Course 321215 Bituminous Tack Coat 321217 Hot -Mix Asphaltic -Concrete Pavement 321600 Curbs and Sidewalks 321723 Pavement Markings for Parking Lots DIVISION 33 — UTILITIES 331100 Pressure Pipe 333150 Pipe Installation 334100 Storm Drainage System END OF TABLE OF CONTENTS zColo Chiller Upgrade, Tukwila, WA — Data Center TC -2 Update Issued per Engineering Change Notice (ECN-002) CERTIFICATION PAGE CERTIFICATION(S) DIVISION 31 (316316) Specifications (covering structural design) zColo Chiller Upgrade, Tukwila, WA — Data Center Issued per Engineering Change Notice (ECN-002) SIC -2 03/01/2017 zColo Chiller Upgrade Proje�. Tukwila, WA — Data Center 2/16/2017 SECTION 31 63 16 — FOUNDATION PILING (PRESSURE GROUTED PILES) PART 1 - GENERAL 1.01 SUMMARY: A. Work under this Section consists of furnishing all labor, equipment, and materials necessary to install all foundation piling for the structures as indicated for the zColo Chiller Update Project in Tukwila, WA. B. Pile type and capacity shall be as follows: 1. Auger cast, pressure grouted piles (hereinafter called Pressure Grouted Piles). 2. The design compression capacity of each pile shall not be less than 115 kips, unless otherwise noted. 3. The design lateral capacity of each pile shall not be less than 10 kips, unless otherwise noted. 4. The ultimate capacity of each pile shall not be less than 3 times the design compression capacity. C. Contractor and/or Subcontractor shall visit the Site prior to bidding to observe and review specific Site conditions and requirements for equipment, methods, and costs to install piling. D. Contractor shall verify the location of all underground conduits, piping, duct banks and utilities prior to installing piles. E. Contractor shall notify Owner a minimum of ten (10) working days prior to installation of piles. F. Owner will retain the services of an approved Geotechnical Representative to be responsible for the observation and recording of material verification, pressure grouted pile installation sequence and methods, and other quality control documentation. The Geotechnical Representative will be a geotechnical engineer, geologist, or qualified geotechnical technician with at least five years of relevant experience with the observation of pressure grouted pile installation. The Geotechnical Representative will be the Geotechnical Engineer of Record that oversaw the investigation and wrote the geotechnical report. The presence of the Geotechnical Representative shall in no way relieve the Contractor of any obligation to install piles in accordance with the contract documents. 1.02 REFERENCE STANDARDS: A. General: 1. Standards listed by reference, including revisions by issuing authority, form a part of this Section to extent indicated. Standards listed are identified by issuing authority, authority abbreviation, designation number, title or other designation established by issuing authority. Standards subsequently referenced herein are referred to by issuing authority abbreviation and standard designation. 2. Where specifications and reference documents conflict, the Engineer shall make the final determination of applicable document. 3. Unless otherwise noted, the latest revision of the following reference standards shall apply to this Section. B. Applicable Standards: 1. American Concrete Institute (ACI): a. 305.1 - Specification for Hot Weather Concreting. b. 306.1 - Specification for Cold Weather Concreting. 2. ASTM International (ASTM): a. A615/A615M - Deformed and Plain Carbon -Steel Bars for Concrete Reinforcement. ZCCU-TWDC316316.DOCX 31 63 16 - 1 B&McD No: 91942 SECTION 31 63 16 – FOUN— JION PILING (PRESSURE GROUTED _ _...,ES): continued b. A722/A722M - Uncoated High -Strength Steel Bar for Prestressing Concrete. c. C31 – Making and Curing Concrete Test Specimens in the Field d. C33/C33M - Concrete Aggregates. e. C109/C109M - Compressive Strength of Hydraulic Cement Mortars (Using 2 -inch or 50 -mm Cube Specimens). f. C125 - Concrete and Concrete Aggregates. g. C 150/C 150M - Portland Cement. h. C494/C494M - Chemical Admixtures for Concrete. i. C618 - Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete. j. C937 - Grout Fluidifier for Preplaced-Aggregate Concrete. k. C938 - Proportioning Grout Mixtures for Preplaced-Aggregate Concrete. 1. C939 - Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method). m. C940A - Expansion and Bleeding of Freshly Mixed Grouts for Preplaced- Aggregate Concrete in the Laboratory. n. C941 - Water Retentivity of Grout Mixtures for Preplaced-Aggregate Concrete in the Laboratory. o. C942 - Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory. p. C953 - Time of Setting of Grouts for Preplaced-Aggregate Concrete in the Laboratory. q. C 1107/C 1107M- Packaged Dry, Hydraulic -Cement Grout (Nonshrink). 3. Federal Highway Administration (FHWA): a. Geotechnical Engineering Circular (GEC) No. 8 Design and Construction of Continuous Flight Auger (CFA) Piles, April 2007. 4. U.S. Army Corps of Engineers: a. CRD -C 620. Standard Method of Sampling Fresh Grout. 1.03 EXPERIENCE QUALIFICATIONS: A. Contractor or the Subcontractor to perform Work shall have a minimum of five years' experience installing the type of Pressure Grouted Piles proposed. B. Geotechnical Representative shall have a minimum of five years' experience monitoring the type of Pressure Grouted Piles proposed. C. The name of Contractor's Geotechnical Representative, field superintendent and key field personnel, along with an experience statement of past work, shall be submitted at time of Bid and will be considered in the evaluation of Bids. D. All other guidelines for submitting Subcontractor information shall be followed in accordance with "INSTRUCTIONS TO BIDDERS." 1.04 SUBMITTALS: A. Submit as specified in DIVISION 01. B. Pre -Construction Submittals: Submit detailed information about installation procedures and the proposed grout mix to Owner at least two weeks prior to pile installation. The information shall include: 1. Type of drilling equipment, including model, torque and crowd of drive head; a description of the leads and torque arm, grout pump make, model and specifications. Contractor shall clearly identify equipment suitable for low overhead and limited access conditions, where applicable. 2. Detailed description of proposed method(s) and sequence of installation, including target auger rotation speed, drilling penetration rates, torque, crowd, grout pressures and estimated production rates. ZCCU-TWDC316316.DOCX 31 63 16 - 2 B&McD No: 91942 SECTION 31 63 16 — FOUI\_.lTION PILING (PRESSURE GROUTEL ALES): continued 3. Description and specifications of automated installation -monitoring equipment to be used for pressure grouted piles on the project. As a minimum the submittal shall contain the following information: a. Manufacturer and model of the equipment and components. b. Description of equipment function. c. Sample of the information collected and printout provided. d. Certification that the equipment can provide the information outlined in this Section. e. Records indicating that the equipment has been calibrated within the past 6 months. 4. Grout mix proportions and evidence that the proposed mix provides adequate strength and uniform consistency of grout without shrinkage, either from a currently prepared mix design for this Contract with documented 28 -day breaks or from previous construction test records using the same suppliers and mix proportions. 5. Type, manufacturer, and chemical composition of cement. 6. Type, manufacturer or source, and purpose of admixtures, including required fluidifier agent. 7. Gradation, fineness modulus, and source of fine aggregates. 8. Certification of grout mix materials to be in compliance with "Applicable Standards," including cement, aggregate, and,all admixtures. 9. Details of methods to be used to remove soil and debris from the top of pile after grouting. 10. Details of materials and methods to be used for centering reinforcing in the piles and maintaining required cover. 11. Checked reinforcement bar fabrication drawings showing details of splice length for vertical bars and tie details. 12. Details of proposed load test arrangement(s), proposed equipment, electrical load cell, hydraulic jack and strain gauge calibration curves, loading schedule(s), and methods to be utilized for performing pile load testing as required in the applicable static pile load testing Section(s). C. Construction and Closeout Submittals: 1. Submit daily to Geotechnical Representative, a record of each pile placed, including, but not limited to: a. Date. b. Name of structure. c. Drawing numbers showing pile detail and pile location. d. Pile cap number. e. Pile number. f. Auger diameter. g. Auger pitch (note actual pitch each time measured in field; average the measured length between a minimum of six auger flights). h. Alignment of crane leads (vertical or battered with angle). i. Start and stop time of augering. j. Description of subsoils penetrated. k. Bearing strata encountered. 1. Nature and location of obstructions, if encountered. m. Flow cone time in seconds and size of cone orifice, for each truck. n. Grout truck ticket number. o. Start and stop time of grouting. p. Pile length cast. q. Pile length after cutoff. r. Theoretical pile volume (based on auger diameter and depth of pile cast). ZCCU-TWDC316316.DOCX 31 63 16 - 3 B&McD No: 91942 SECTION 31 63 16 — FOUNL_ TION PILING (PRESSURE GROUTED _ _:,ES): continued s. Grout calibration factor and date/method of calibration. t. Pump calibration. u. Number of pump strokes to build initial pressure head. v. Grout pump strokes for each 5 -foot increment of pile. w. Grout factor per 5 -foot increment. x. Total pump strokes to complete pile. y. Overall grout factor (actual grout volume pumped into the pile divided by the theoretical pile volume; the grout factor shall not include the grout required to fill the lines or auger nor any excess grout pumped at the ground surface). z. Grout return (auger tip depth at the time that grout is first observed at the ground surface). aa. Amount of grout used for each pile. bb. Cumulative amount of grout for the day. cc. Quantity and time of grout cube sets made. dd. Reinforcing steel placed (time, compliance with drawings, presence of centralizers, difficulties during installation). ee. As -built elevation data (ground surface, pile tip and cutoff, and reinforcing steel). Note compliance with installation tolerances. ff. Remarks concerning installation of pile. 2. Immediately upon completion of grouting for each pile, Contractor shall submit a printed copy of the automated measuring and recording equipment output to Geotechnical Representative as described in this Section. This data will be used for field evaluation by Geotechnical Representative to determine if re -drilling is required. 3. At the end of each working day, Contractor shall provide electronic raw data from the automated measuring and recording equipment for all piles installed in the past 24 hours. 4. Contractor shall submit grout compression test results to Geotechnical Representative within three (3) days of performing testing. Geotechnical Representative shall be notified immediately if any test indicates that the grout is or is likely to be below the specified strength. 1.05 MEETINGS A. Pre -Construction Meeting: A pre -construction meeting shall be held immediately before start of work. This meeting shall be attended by the people assigned to the work who are ultimately responsible for the actual field pile installation work. These include the Owner, Engineer, Geotechnical Representative and Contractor's field superintendent, foremen, operators, and installation crew. The topics addressed shall include those listed below and shall go into greater detail on actual installation practices. The project specifications shall be reviewed with the construction crew to ensure full understanding of the following: 1. Safety requirements. 2. Status of submittals. 3. Site entry procedures. 4. Underground utility identification and location. 5. Survey for elevation and location of piles. 6. Grout delivery and placement requirements. 7. Excavated materials disposal. 8. Action required if potentially contaminated soil is encountered. 9. Testing and inspection. 10. Project pile specification review. 11. Grout pump calibration and computation of minimum required grout volume and number of pump strokes. 12. Procedures for drilling the piles including pile spacing requirements. ZCCU-TWDC316316.DOCX 31 63 16 - 4 B&McD No: 91942 SECTION 31 63 16 — FOUI\_ TION PILING (PRESSURE GROUTEL _ _LES): continued 13. Procedures for grout placement. 14. Procedures for re -drilling and re -grouting piles. 15. Procedures for installation of reinforcing cages, center reinforcing, and centralizers. 16. Procedures for finishing pile tops to final grade (topping off or bailing grout below ground surface). 17. Chain of communications for piles not meeting specification requirements. 18. Responsibility for required reports. PART 2- PRODUCTS 2.01 PRESSURE GROUTED PILES: A. Piles shall be drilled, cast -in-place, pressure -grouted type, cylindrical piles having a minimum diameter of 30 inches, unless otherwise indicated on the Drawings. 2.02 PILE INSTALLATION EQUIPMENT: A. The pile installation equipment for auger pressured grouted piles shall consist of a continuous helical flight auger of the specified diameter. B. The helical auger shall be advanced with a hydraulic power unit of sufficient torque, horsepower, and weight to advance the augers 20 feet below the depths indicated on the Drawings in the subsurface conditions present. 2.03 ELECTRONIC MEASUREMENT AND RECORDING EQUIPMENT: A. Electronic measurement instrumentation shall be Pile Installation Recorder (PIR) by Pile Dynamics, Inc. and supplied by the Contractor to monitor pile installation. The following measurements shall be recorded versus depth of the auger injection point at 2 -foot increments over the entire length of pile installation: 1. Auger rotation speed (rpm). 2. Depth of auger injection point (ft). 3. Torque delivered to auger (ft -lbs). 4. Crowd force (lbs). 5. Volume of grout for each foot of pile (ft3). 6. Maximum and minimum grout pressures (psi). B. Calibration shall be made on all measuring and recording equipment at the beginning of the project to demonstrate that the values indicated by the automated equipment are within 3% of the values reported in the output. Calibrations shall be performed in accordance with the equipment manufacturer's specifications. All measuring and recording equipment shall be recalibrated when Geotechnical Representative suspects that the drilling and grouting performance has changed. C. Digital records shall be made of all acquired data and made available to the Geotechnical Representative in the format of raw output data from the monitoring equipment. D. Grout pressure and grout volume shall be measured versus depth and time via magnetic flow meter. E. Minimum specified grout ratio or volume per unit pile length measurement shall be clearly displayed to guide the Contractor during pile installation. F. Monitoring equipment shall monitor rate of auger rotation, and hydraulic torque drive pressures. G. Data printout, in English units, shall include, at a minimum, the following: 1. Pile name. 2. Project name. 3. Date of pile installation. 4. Start and stop time of augering. ZCCU-TWDC316316.DOCX 31 63 16 - 5 B&McD No: 91942 SECTION 31 63 16 — FOUL. _TION PILING (PRESSURE GROUTED —ES): continued 5. Rate of auger rotation vs. depth for every 5 -foot increment, or less, of pile advancement during the drilling process. 6. Start and stop time of grouting 7. Volume of grout placed and grout ratio versus depth for every 2 -foot increment, or less, of pile placed. 8. Average maximum and minimum pump stroke pressures at ground level for every 2 -foot increment, or less, of pile placed. 9. Angle of pile installation 2.04 GROUT: A. Nonshrink, cement -based grout, consisting of the following materials and so proportioned to produce a hardened mortar with a compressive strength in 28 days of 4000 psi, consistency as noted in 2.4.B and as referenced to ASTM C125: 1. Portland Cement: Type I conforming to ASTM C150. Grout mix shall have a minimum of eight bags (94 lbs. each) of cement per cubic yard. 2. Special Pozzolan: Consisting of a finely powdered siliceous material and conforming to ASTM C618. 3. Grouting Agent: Use a grouting agent (fluidifier) that will reduce the mixing water requirements of the cement mortar, retard the setting time, decrease bleeding, eliminate setting shrinkage, increase fluidity, and conform to ASTM Specifications C494, C937, C938, C939, C940, C941, C942, C953, C1107, and Corps of Engineers Specification CRD -C 620. Dry grouting agent shall be powdery and in as -manufactured condition at the time of use. Grouting agent shall be supplied in bags or other suitable containers that provide protection from the weather. Grouting agent that has been exposed to the weather shall not be used. 4. Water: Use fresh clean water free from injurious amounts of sewage, oil, acid, alkali, and organic matter. 5. Fine Aggregate: a. Meet the requirements of ASTM C33. b. Consist of clean, natural sand or of hard, dense, durable, uncoated rock particles and be free from injurious amounts of silt, loam, lumps, soft or flaky particles, shale, alkali, organic matter, mica, chert, and other deleterious substances. c. Be well graded from coarse -to -fine, with a fineness modulus between 1.40 and 3.40. B. Mixing: 1. Mix the cement grout with approved equipment and accurately measure all materials by volume or weight. Charge the mixer in the following order: water, grouting agent, and other solids in order of increasing particle size. Rotate mixing drum 25 revolutions following placement of grouting agent or additives in the field, in order to provide proper mixing of grout. 2. Mixing time shall not be less than one minute producing a homogenous grout having a consistency ranging between 16 and 35 seconds when tested with a flow cone having a 1/4 -inch opening, or between 10 and 25 seconds when tested with a flow cone having a 3/4 - inch opening, in accordance with ASTM C939. Provide a flow cone and perform the flow cone test at least once per truck within 30 minutes prior to use of grout from each truck, or as otherwise directed by Geotechnical Representative. 3. The grout shall have a minimum temperature during placement of 40° F and a maximum temperature during placement of 95° F. 4. If grout is agitated continuously and meets temperature and flow requirements, it may be held in the mixer up to 90 minutes after batching prior to placement in pile. This period may be extended to 2 hours, as approved by Geotechnical Representative. ZCCU-TWDC316316.DOCX 31 63 16 - 6 B&McD No: 91942 SECTION 31 63 16 — FOUL _TION PILING (PRESSURE GROUTEL LES): continued 5. Retempering grout will not be permitted. C. Pumping: 1. Use approved pumping equipment having a screen no larger than 3/8 inch between mixer and pump and having a working pressure gauge in clear view of the operator. The grout pump shall be a positive displacement pump capable of developing displacement pressures at the pump of at least 350 psi. All oil, rust inhibitors and solvents shall be removed from the grout pump and associated grout handling equipment. 2. Perform calibration of the pump in the field prior to installation of piles with Geotechnical Representative present to observe, according to the following: a. Place grout into the hopper and pump through the line and auger into a large container of known volume not less than 7.0 cubic feet; i.e., a barrel or 55 gallon drum. b. Perform calibration of the pump in the field at the beginning of the work, after repairs and/or maintenance that could affect pump performance, and at Geotechnical Representative's request if Contractor changes or varies equipment, or should volumes of grout take calculated during grout placement become suspect due to variations in calculated quantities or due to pump "short stroking" or missing complete strokes. c. The pump calibration is performed by recording the number of strokes required to fill at least 75% of the calibration container, and is recorded as cubic feet per stroke. Grout flow shall be determined and recorded at the time of each calibration. d. The Geotechnical Representative may require a calibration using a larger sample size (i.e. fully loaded grout trucks) if the reliability of the initial calibration is found to be in question by the Geotechnical Representative. 3. Contractor shall provide a positive means of counting pump strokes. Such methods may include digital or mechanical counters, or other methods approved in advance by Geotechnical Representative. D. Grout Sampling and Grout Cube Compression Tests: 1. A qualified and independent testing laboratory will be retained and compensated by the Owner to perform required grout compression tests. 2. Obtain and furnish brass or stainless steel cube molds. Prepare cube specimens (2 inches x 2 inches x 2 inches) for sampling and testing in accordance with the provisions of CRD -C 620 and ASTM C1107, respectively. Prepare and cure grout cubes in accordance with ASTM C31, ASTM C942 and ASTM C1107. Transport the cubes carefully to the laboratory and cure and test grout cubes in accordance with ASTM C1107 and ASTM C109, as applicable. 3. Furnish to the testing laboratory 6 test cubes for each 24 cubic yards of grout placed, with a minimum of 6 cubes for each day's placement, if less than 24 cubic yards are placed in a day. Geotechnical Representative may revise this frequency of obtaining and furnishing grout cubes throughout the course of construction, contingent upon Contractor providing uniform consistency of grout. a. Geotechnical Representative may reduce frequency to a minimum number of cubes not less than 2 sets of 6 test cubes per day to be obtained at Geotechnical Representative's discretion and generally represent one set of morning and one set of afternoon installation activities. 4. The Geotechnical Representative may require additional grout sampling and testing from trucks where excessive water is added, or the temperature and/or consistency vary significantly from previously supplied batches for the purpose of confirming grout strength. ZCCU-TWDC316316.DOCX 31 63 16 - 7 B&McD No: 91942 SECTION 31 63 16 — FOUI\ _TION PILING (PRESSURE GROUTEL _ES): continued 5. Two cubes will be tested in compression at each of the ages of 7 days, 28 days and two retained for testing at 56 days, if the need is so determined. 2.05 REINFORCING STEEL: A. High strength bars: ASTM A722 unless otherwise indicated. B. Reinforcing steel: ASTM A615, Grade 60 unless otherwise indicated. C. Provide reinforcing steel cages and uplift bars with hardware as indicated on the Drawings. Contractor shall be responsible for providing completed cages and uplift bars, and for picking and placing steel to the indicated elevations. D. Provide spacers to maintain appropriate clearance from borehole walls, at the top and bottom of the reinforcing cage and at maximum vertical increments of 10 feet in-between, with a minimum of three (3) locations utilized. Provide a minimum of four (4) spacers at each location on the reinforcing cage required. Install spacers on uplift bars on maximum vertical increments of 20 feet. E. Do not position the reinforcing steel in the pile until the reinforcing steel assembly has been inspected by Geotechnical Representative. PART 3 - EXECUTION 3.01 FIELD MARKING AND ELEVATIONS: A. Contractor shall provide ground surface elevation reference and mark auger leads at 1 -foot intervals, beginning with 0 foot at the top of auger travel and progressing to respectively higher numbers down the length of the leads, to permit determination of the pile tip elevation, as well as depths relative to stratigraphic profile. If sectional augers are used, measure each section to determine the total length of auger and keep the auger string intact to permit accurate measurement of pile penetration. B. Survey and establish pile locations in the field, with pile number and type, and working surface elevation indicated on a pin, flag, or stake in accordance with the Drawings.. Replace pins, flags or stakes when damaged during the course of the work. 3.02 PILE DRILLING: A. A sufficient quantity of grout to complete the pile shall be on site or in transit prior to the start of drilling. B. Place the piles using a continuous helical flight, hollow -shaft auger drilled to the pile tip elevation or penetration as shown on the Drawings. C. Install with a leads system restrained from rapid twisting, rotation, movement, or shifting while drilling. Install with fixed leads or swinging leads with a rigid bar attachment to the crane, as approved by Geotechnical Representative. Provide a series of penetrating feet at the base of the leads section to prevent walking and provide a bottom auger guide and intermediate auger guide(s) when augers are more than 40 feet long, attached firmly to the leads. D. Use of pressure injection during drilling with water will not be permitted. The use of pressure injection during drilling with compressed air shall only be permitted with prior approval of Geotechnical Representative. Upon request, Contractor shall monitor the amount and rate of compressed air used during the pressure injection drilling. E. The auger tip shall be positioned directly above the staked location, and the mast or leads plumbed. Plumbness of the mast or leads shall be checked with a hand level after setting the mast or leads for each pile. F. The grout port at the tip of the auger shall be plugged prior to drilling to preclude entrance of soil or water during drilling. G. Initiate installation by allowing the weight of the suspended tools to bear on the ground surface and begin auger rotation. ZCCU-TWDC316316.DOCX 31 63 16 - 8 B&McD No: 91942 SECTION 31 63 16 — FOUL .TION PILING (PRESSURE GROUTEL L,ES): continued H. Advance the auger at a continuous rate which prevents removal of excess soil. Ground subsidence due to removal of excess material shall be corrected by the Contractor at no additional cost to Owner. I. If non -naturally occurring material is encountered which causes refusal of the auger, drilling shall be stopped and the tools extracted. If the material is related to site work associated with this project,remove the obstruction and re -install the pile after approval by the Geotechnical Representative. If the material is not related to site work associated with this project, the Engineer will provide an offset location(s) for the installation of additional pile(s). The drilled length of piling that refuses on non -naturally occurring obstacles that are not the responsibility of Contractor shall be paid at the add/deduct unit price(s) per lineal foot of pile, as identified in the Bid Schedule. 3.03 PILE PENETRATION: A. Pile tips shall penetrate into dense sand, at the depth/elevation shown on the Drawings. B. In the event of dispute concerning bearing elevation, when requested by Geotechnical Representative, withdraw the auger to permit visual inspection of auger cuttings and auger tip. C. Upon visual examination of the cuttings at the intended bearing elevation extend, terminate, or adjust pile penetration as required by Geotechnical Representative. 3.04 GROUT PLACEMENT A. Upon reaching the required penetration, stop or reduce the rate of rotation. Lift the auger 6 inches and begin pumping cement -based grout under pressure through the hollow stem auger to establish a minimum of 5 feet of grout head above the tip of the auger. Carefully and slowly withdraw auger while pumping to maintain a grout head during withdrawal not less than 5 feet. B. Place piles without excessive duration or delay in one continuous operation to the required cutoff elevation, so as to preclude the possibility of grout setting up prior to the completion of pile placement or cold joints forming in the pile. C. If 5 -foot of grout head is not observed (identified as the depth of the tip of the auger when fluid grout appears at the ground surface), the Contractor shall re -drill and re -grout the pile to the full depth. D. Auger shall be withdrawn at a smooth, continuous rate. If the auger jumps upward during withdrawal, if the grout pressure decreases, or if the grouting is interrupted for any reason, the auger shall be reinserted to a minimum of 5 feet below the tip depth of the auger when the interruption occurred or to the bottom of the pile, whichever is less, and the rate of withdrawal shall be decreased to prevent further jumping or pressure decrease. E. Auger shall not be rotated counterclockwise as the auger is withdrawn. F. Pumping shall be continued until the tip exits the ground surface. G. Withdraw auger at a rate such that the cumulative grout factor for the total length of pile shall not be less than 1.20. If any 5 -ft increment of pile is discovered to have a grout factor less than 1.15, then re -drill the hole to a depth where all of the 5 -foot intervals below this zone have a minimum grout factor of 1.20 and restart the grouting operation. H. When using automated monitoring equipment, the grout factor shall be measured and maintained at 2 -foot increments. I. The minimum grout factor may be adjusted by the Geotechnical Representative based on consistency of pile installation technique, grout head and other factors. J. If calculated quantities of grout volume placed indicate less volume than that calculated as necessary to complete the pile in place with the minimum grout factors noted above, then re - drill the hole to the original tip elevation and restart grouting operation. K. Volume of grout placed will be as noted on the printout from the automated instrumentation and monitoring equipment, or calculated using the stroke count from a calibrated pump as described herein. ZCCU-TWDC316316.DOCX 31 63 16 - 9 B&McD No: 91942 SECTION 31 63 16 — FOUI\ _TION PILING (PRESSURE GROUTEL —ES): continued L. Equipment or materials made of aluminum shall not be used to transport, convey, form, or place grout. 3.05 INSTALLATION OF REINFORCING STEEL A. Remove spoils from around the top of the pile and screen the top of pile to remove any soil, debris or other spoils prior to installation of the reinforcing steel. B. Place the required reinforcing steel using appropriate centralizers and restraints to establish and maintain the reinforcing steel location, both horizontal and vertical, within the tolerances specified in this Section and to provide the required grout cover. Do not place the reinforcing steel in the pile until it has been inspected by the Geotechnical Representative. C. Clean reinforcing steel of all foreign matter including oil prior to placement into pile. D. Place steel at the locations and to the elevations indicated. E. Reinforcing steel shall not be forced to the design elevation by excessive impact loading or more than 500 pounds of dead weight. The use of mechanized equipment (e.g., front end loader bucket, skid steer loader, other) is not permitted for advancement of the reinforcing steel. The method of reinforcement steel placement shall not cause the potential for tie steel displacement. If reinforcing steel cannot be readily placed to the design elevation with reasonable effort, as determined by the Geotechnical Representative, the reinforcing steel shall be removed, and the pile shall be re -drilled and re -grouted. F. Immediately after placement, secure and adequately support the reinforcing steel, and fully protect the pile head from all construction activity until the pile has sufficiently hardened. 3.06 COMPLETION OF PILE INSTALLATION A. Contractor shall supply and operate surveying equipment for the determination of the specified elevations for the pile top and all reinforcing steel elements. B. At Contractor's option and cost, terminate the piles at the cutoff elevation or extend to the ground surface to be cut off after final set of mortar and the excavation for the pile cap has been made. C. Make all reasonable efforts to adjust the grout level to the plan pile cut-off elevation while the grout is fresh. The exposed grout surface shall be screened to remove any spoils, and fresh grout removed from the top of the pile until the plan pile cutoff elevation is established. D. Where the planned pile cutoff elevation is at or above the working grade, or when pile cutoff elevation is below grade and soils will not stand open without support, temporary casing (i.e. cans or sleeves) shall be installed around the pile tops to reach the plan pile cutoff elevation. The grout shall be screened and checked for contamination before and after the installation of the casing. 1. Temporary casing may consist of steel casing, round fiber form, Sonotube, or formwork. 2. Temporary steel casing shall have a minimum inside diameter equal to the plan diameter of the pile. 3. Temporary casing shall be of sufficient thickness and stiffness to restrain it from excessive deformation during grout placement and to provide adequate support to the entire required grout column during curing. 4. Temporary casing shall be removed by Contractor prior to placing concrete for mats, pile caps, and/or grade beams. 5. Contractor shall be responsible for structural adequacy of temporary casing. E. Subsidence of fresh grout may occur. Monitor piles for a minimum of 2 hours after completion. Add grout to the pile after completion as required to maintain the plan pile cutoff elevation, but not after the grout surface has hardened to the point where a cold joint would be formed or where soil materials have fallen on top of the pile. F. Cut off piles by methods which will not damage the reinforcing steel and/or the concrete of the pile portion left in place. ZCCU-TWDC316316.DOCX 31 63 16 - 10 B&McD No: 91942 SECTION 31 63 16 — FOUI\ _TION PILING (PRESSURE GROUTEL —ES): continued G. Remove spoils generated by pile installation activities and dispose of at an off-site location, or as otherwise designated by the Owner. 3.07 PROTECTION OF COMPLETED PILE INSTALLATION: A. Do not install piles within the near vicinity to freshly placed piles until 12 hours have elapsed from time of placement or until the freshly placed piles have hardened sufficiently as to preclude the possibility of hydrostatic head causing the grout to break through to the hole being drilled. B. Because of potential variations in Site conditions which may exist both in lateral extent and vertical depth, Contractor shall be responsible for determining: 1. The time at which piles have hardened sufficiently if less than 24 hours, and 2. The minimum acceptable radial distance to which a new pile can be placed within the near vicinity to freshly placed piles. C. The acceptable radial distance, whether to an immediately adjacent pile or pile in close proximity, shall not under any circumstances be less than six (6) pile diameters in a radial direction from the centerline of freshly placed piles. D. If a freshly placed pile breaks through to the hole being drilled, regardless of time for curing or radial distance, the freshly placed pile breaking through will be rejected immediately, and Contractor shall be responsible for replacement of the rejected pile(s) along with the following: 1. The hole being drilled shall be re -drilled and completed; 2. The pile to break through shall be brought back up to grade with either fresh grout or fine sand, at Geotechnical Representative's direction; and 3. The reinforcing steel shall either be left in place or shall be removed and salvaged, at the Geotechnical Representative's direction. E. Any concentrated loads from equipment must be distributed to prevent compressing or shearing the soil in the top area of the piles. Concentrated loads must be kept at least 10 feet away from the pile until final set of the grout has occurred. F. Prevent all debris and foreign material from falling into fresh mortar. G. Provide hot weather protection to grout mix, installation equipment during placement, and fresh grout during curing in conformance with ACI 305.1, or as directed by Geotechnical Representative. H. Provide cold weather protection to grout mix and installation equipment during placement to prevent installation of grout less than 40° F in accordance with ACI 306.1. I. Provide cold weather protection to all exposed surfaces of fresh grout during curing in conformance with ACI 306.1 or as directed by Geotechnical Representative. 3.08 HEAVING: A.° Check heaving of piles with reference point approved by Geotechnical Representative. B. Heaving shall be considered as movement of the pile butt in excess of 1 inch either after or before final set of the mortar. C. Engineer will determine whether replacement of the heaved piles will be required. 3.09 INSTALLATION -TOLERANCE: A. Piles shall not exceed a variation from the vertical of more than 1/4 -inch per foot of pile length. B. The center of the pile head shall not vary from plan location at cutoff by more than 3 inches. C. Acceptable tolerance in finished top of pile elevation relative to that indicated shall not be more than 1.0 -inch. Contractor may elect to trim piles to cutoff elevation after the pile cap is excavated. D. Acceptable tolerance of top of steel reinforcement from that indicated shall not be more than 1.0 -inch. ZCCU-TWDC316316.DOCX 31 63 16 - 11 B&McD No: 91942 SECTION 31 63 16 - FOUL .TION PILING (PRESSURE GROUTEL -ES): continued 3.10 NON -CONFORMING WORK : A. Contractor shall be solely responsible for full compliance with the Contract Documents regardless of if and when discrepancies are brought to their attention. Contractor shall be responsible for all re -work necessary to achieve full compliance with the Contract Documents. Repairs or replacement shall be at the sole expense of the Contractor, including the costs to redesign, as required. B. Owner, Geotechnical Representative, or Engineer may reject any piles which, in their opinion, do not conform to the Contract Documents. C. Completed piles will be considered acceptable if they meet all of the requirements of this Section and there were no occurrences which, in the opinion of the Geotechnical Representative, could be detrimental to the integrity of the pile. D. As directed by Geotechnical Representative, for those piles which have been rejected, pile shall either be left in place, or cut off; and then install one or more new piles at locations designated by the Engineer to replace the rejected pile and maintain symmetry of the pile group or cluster, at no additional cost to the Owner. 3.11 PILE INTEGRITY TESTING: A. Owner may retain the services of a firm specializing in pile integrity testing (PIT). B. Low strain PIT may be performed on up to 10% of the production piles installed for this project, or on piles suspected of having integrity issues, at the discretion of the Owner. C. Piles requiring PIT will be selected by Engineer or Geotechnical Representative based on observations made during installation and installation records for each pile. D. PIT will be performed in accordance with the requirements of ASTM D 5882, including equipment, methods and reporting requirements. E. Contractor shall provide access to piles and support to the Owner during the course of PIT. 3.12 RECORDS: A. Contractor shall provide to Geotechnical Representative and Owner a copy of all records produced during pile installation activities, including any electronic or hardware monitoring equipment records utilized. Copies of the records shall be provided at the end of each working day. 3.13 MEASUREMENT AND PAYMENT: A. Measurement: 1. Pay length shall be defined as that length of pile measured from the pile tip elevation to the cutoff elevation indicated, to within the nearest 0.1 foot. 2. Include only the piles meeting the requirements of these Specifications. 3. Do not include waste, broken, withdrawn, misplaced, or rejected piles that do not meet the Specifications. In case more than one pile is required to replace a rejected pile, do not include the additional pile or piles beyond the one originally indicated. 4. Grout waste or overage volumes not to be measured for payment include, but are not limited to: a. Specified grout head maintained above auger tip during auger extraction; b. Grout used for pump calibration, remaining in hoses and pumps, and used in required test specimens; c. Expansion of equivalent pile dimensions due to soil variability; d. Grout displaced by reinforcing steel; e. Grout from pile breakthrough; f. Excess grout below specified tip elevation or above pile cutoff, or grout placed to extend pile above grade; g. Rejected or left over grout in haul trucks; ZCCU-TWDC316316.DOCX 31 63 16 - 12 B&McD No: 91942 SECTION 31 63 16 — FOUL. _TION PILING (PRESSURE GROUTEL SES): continued h. Surface or screened -off waste of any kind; i. Grout dipped or cleaned out of fresh pile; and j. Grout over-pumpage. B. Payment: 1. The Lump Sum Contract Price shall include the cost for mobilization and demobilization of all required personnel, materials and equipment for installation of foundation piling, complete and in place, including all material waste or overage at Site as shown on the Drawings. 2. The Lump Sum Contract Price shall include the cost for drilling, furnishing and placing grout, furnishing and placing all reinforcing steel and final completion of all piles. 3. The Lump Sum Contract Price shall include the cost for surveying to locate piling and to accurately establish cutoff elevations. 4. The Lump Sum Contract Price shall include the cost for all quality control, and includes providing, installing, utilizing and data reporting associated with automated monitoring equipment specified. 5. The Lump Sum Contract Price shall include grout consistency testing (flow cone) and sampling, storing, handling, curing and compression testing of grout cubes. 6. The Lump Sum Contract Price shall include handling of spoils. 7. The Lump Sum Contract Price shall be based upon the quantity and cumulative pile lengths as indicated on the Drawings (Bid Schedule / Agreement). 8. Adjust payment at the single Adjustment Unit Price set forth in the Agreement for any increase or decrease of the aggregate pay length (unit price per foot) set forth above due to change in length of individual piles or to change in number of piles, as authorized by Owner. END OF SECTION 31 63 16 ZCCU-TWDC316316.DOCX 31 63 16 - 13 B&McD No: 91942 December 28, 2016 BURNS 1 DONNELL. City of Tukwila — Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 Permit Review Comment Responses — Correction Letter # 1 zColo/Zayo Chiller Upgrade Project 3311 South 120th Place Tukwila, WA 98168 DEVELOPMENT Permit Application Number D16-0305 RECEIVED CITY OF TUKWILA JAN 0 2017 PERMIT CENTER Burns & McDonnell would like to provide responses to Correction Letter # 1 permit review related comments as follows: Comment No. 1: In order for Public Works to determine permit fee for this permit please enter the cost estimate for site work (mobilization, erosion control, storm drainage, water) associated with this project on page 1 of the attached PW Bulletin A2. Response: Refer to the completed "Bulletin A2 Type C Permit Fee Estimate" included as an attachment to this letter. Comment No. 2: Sheet C-103; east water line callout refers to 2/C-503, which pertains to sewer and not water Response: This comment has been resolved by removing the 2/C-503 from east water line. Also updated legend to reflect both "Existing Fire Protection Line" and "Proposed Fire Protection Line". Comment No. 3: Sheet C-103; identify with size the two new water lines, are these domestic or fire protection lines, or one each. It is critical for PW for determination what type of inspection will be required. Same applies to sheet C-001 Demolition Plan. Response: Burns & McDonnell has looked through previous drawings provided to us to date by our client Zayo/zColo, and are unable to confirm the existing pipe size for these two fire water lines to be relocated. During the bid phase of this project it has been identified to the contractor to match existing size and material type when re-routing these two lines. We have also identified to the contractors bidding the project to assume that the existing fire protection lines as 8". The actual pipe size will be confirmed during initial excavation work by the contractor. Burns & McDonnell has also reach out to Sabey Corporation and Tukwila Fire Marshal Department and it was identified that they are unable to confirm the sizes of these lines either. In talking with Al Metzler (Fire Project Coordinator/Senior Inspector), it was mentioned that this area was annexed and King County (reason that the client/Sabey has no detailed information of these existing underground fire protection lines). Burns & McDonnell will plan to report back to City of Tukwila once the contractor can confirm the actual pipe sizes during initial excavation work by the contractor. CORREVFON LTR# 9400 WardParkway • Kansas City, MO 64114-3319 Tel: 816333-9400 • fax: 816333-3690 • www.burasmrd. LII'l' BURNS ISDONNELL. Comment No. 4: Sheet C-103; If any of these to be disturbed lines is a fire protection line a fire watch needs to be arranged at owner's expense; contact Tukwila Fire Dept. at (206) 971-8723 for details and add an appropriate note on your drawings Response: Burns & McDonnell has contacted Al Metzler (Fire Project Coordinator/Senior Inspector; (206) 971-8719) to determine the fire watch requirements required for this project while the fire protection lines serving this facility are out of service. Utility Demolition Note No. 5 on drawing C-001 has been added to reflect the fire watch requirements. This drawing update has been included as an attachment to this letter. Comment No. 5: Sheet C-502: Thrust Block Detail 3/C-103 shall be revised per attached City of Tukwila Detail WS -12A (lof 2). Response: Thrust Block Detail 3/C-103 has been updated accordingly. This drawing update has been included as an attachment to this letter. Updated to the previously identified "Valuation of Project" (contractor's bid price): Wanted to inform the City of Tukwila that the original "Valuation of Project (contactor's bid price) was identified as $3,300,000. This value was derived by the owner when initial establishing the construction budget for this project. This project has recently been bid and the actual construction cost for this project has been confirmed as follows: Thus the final permit cost for the project will be required to be adjusted accordingly. Description Amount General Contractor (Arch, Civil, Structural, & Security) $1,209,581.00 Mechanical $421,230.00 Air -Cooled Chillers $660,173.00 Electrical $241,000.00 Building Automation System (BAS) ' $35,000.00 Total Construction Valuation of Project = $2,566,984.00 The contractor that will be executing this project is as follows: General Contractor: Company Name: NOVA CM Corp Address: 1 Main Street, Unit # 3 City: Nyack State: New York Zip: 10960 Phone: (201) 567-4404 Fax: (201) 567-1927 Contractor Registration No.:NOVACCC932RG Expiration Date: 6/21/17 Tukwila Business License No.: NOVA will be obtaining Tukwila business license first part of January 2017. Point of Contact: Anthony Garcia 9400 Ward Parkway • Kansas City, MO 64114-3319 Tel: 816333.9400 • fax: 816333-3690 • www.burnsmtdrom BURNS McDONNELL. Mechanical Contractor: MacDonald -Miller Point of Contact: Steve Flink (206) 396-8657 Electrical Contractor: Titan Electric Point of Contact: Jason Pecotte (206) 396-8657 Please update your civil related drawing set accordingly related to the above reference project/permit number with the updated drawings submitted herein. Respectfully submitted, oeti Buddy A. Hendrix Project Manager Enclosures: 1) Permit Comment Letter dated 6th December 2016 2) Revision Submittal Sheet provided by the City of Tukwila dated 28th December 2016 3) Bulletin A2 Type C Permit Fee Estimate 4) Drawings (two sets of wet sealed and signed drawings; C-001 (Rev. 3), C-103 (Rev. 3), C-502 (Rev. 3) — dated 22°a December 2016 9400 Ward Parkway • Kansas City, MO 64114-3319 TeL 816333-9400 • fax: 816333-3690 • www.burnsmrd..ram City of Tukwila Department of Community Development December 06, 2016 JOE TILSON 7218 MCNEIL DR STE 300 AUSTIN, TX 78729 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0305 ZCOLO/ZAYO GROUP LLC - 3311 S 120TH PL Dear JOE TILSON, 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: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1)In order for Public Works to determine permit fee for this permit please enter the cost estimate for site work (mobilization, erosion control, storm drainage, water) associated with this project on page 1 of the attached PW Bulletin A2. 2) Sheet C-103: a) east water line callout refers to 2/C-503, which pertains to sewer and not water, b) identify with size the two new water lines, are these domestic or fire protection lines, or one each. It is critical for PW for determination what type of inspection will be required. Same applies to sheet C-001 Demolition Plan. c) If any of these to be disturbed lines is a fire protection line a fire watch needs to be arranged at owners expense; contact Tukwila Fire Dept. at (206) 971-8723 for details and add an appropriate note on your drawings 3) Thrust Block Detail 3/C-103 shall be revised per attached City of Tukwila Detail WS -12A (lof 2). Please cloud all revisions and enter description/number/date in the revision table. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D16-0305 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development December 06, 2016 JOE TILSON 7218 MCNEIL DR STE 300 AUSTIN, TX 78729 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0305 ZCOLO/ZAYO GROUP LLC - 3311 S 120TH PL Dear JOE TILSON, 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: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1)In order for Public Works to determine permit fee for this permit please enter the cost estimate for site work (mobilization, erosion control, storm drainage, water) associated with this project on page 1 of the attached PW Bulletin A2. 2) Sheet C=103: a) east water linecallout refers to 2/C-503, which pertains to sewer and not water, b) identify with size the two new water lines, are these domestic or fire protection lines, or one each. It is critical. for PW for determination what type of inspection will be required. Same applies to sheet C-001 Demolition Plan. c) If any of these to be disturbed lines is a fire protection line a fire watch needs to be arranged at owners expense; contact Tukwila Fire Dept. at (206) 971-8723 for details and add an appropriate note on your drawings 3) Thrust Block Detail 3/C-103 shall be revised per attached City of Tukwila Detail WS -12A (1of 2). Please cloud all revisions and enter description/number/date in the revision table. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, 14\61/11 Rachelle Ripley Permit Technician File No. D16-0305 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-4.31-3665 BURNS t1SDONNELL November 10, 2016 City of Tukwila Department of Community Development Building Division — Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Follow-up to Pre -Application Meeting zColo Data Center 3311 South 120th Place Tukwila, WA 98168 Chiller Upgrade Project Dear City of Tukwila Building Permit Division: Based on the pre -application meeting conducted on 26th May 2016. Burns & McDonnell wanted to follow-up on a few items identified this meeting. 60' No Building Easement: The new exterior chiller yard wall has been confirmed (based on current design) to be encroaching within the 60' no building easement by approximately 3'-7". The zColo/Zayo Group Landlord (Sabey Corporation) has provided a letter dated 28th October 2016 (included as an attachment), to be agreeable to this slight encroachment into this no build easement. In addition, the new chiller yard is no longer encroaching into zone of the existing side walk located south of this new yard wall (as was previously based on original design submittal). Refer to civil drawing C-101 showing new chiller yard wall and interface with the 60' no building easement line. Parking Spaces/Stalls being eliminated: The current zColo Data Center facility is operational 24/7 365 days a year with an average number of employees at the site of 3 Monday through Friday, 1 employee for Saturday and Sunday. The number of personnel at the site may increase slightly, from time to time, related to maintenance vendors performing work at the site or clients visiting the site. The current design identifies for striping out three parking spots, but putting back striping for one spot for a cumulative loss of two parking spots. Refer to civil drawing C-101. Fire Water Valves & Access to Fire Riser Room: The design team has interfaced with the City of Tukwila local fire marshal office to get an initial design approval based on the way the design is currently design is detailed per the drawings dated 4th November 2016. If you have any further questions, please feel free to call me anytime at (816) 823-7025. Thank you. Sincerely, Burns & McDonnell Buddy A. Hendrix Project Manager — Associate Mechanical Engineer Enclosure 9400 Ward Parkway Kansas City, Missouri 64114-3319 Tel: 816 333-9400 Fax: 816 333-3690 http://www.bumsmcdcom D I b-0306" RECEIVED CITY OF TUKWILA Nov 0 9 2016 PERMIT CENTER SAS EY October 28, 2016 To whom it may concern, RE: Tenant Improvements located at 3311 S 120th PI 1 Suite 120 1 Tukwila, WA 98168 This letter is to serve as Landlords acknowledgement and receipt of zColo's proposed tenant improvements. Sabey Corporation as manager of Intergate East LLC has received preliminary tenant improvement drawings from tenant, zColo. The proposed tenant improvement scope includes, expansion of exterior chiller equipment yard, modifications to exterior screen wall and landscaping. Landlord acknowledges that Tenant is scheduling to meet with the City of Tukwila's planning department to review proposed construction plans and will submit final construction drawing to Landlord for review and approval prior to commencement of work. Sincerely, Intergate East LLC by Sabey Corporation Manager Ken Stickley Facilities Manager Construction Coordination Manger Landlords Representative cc; Joe Tilson Construction Manager 1 zColo 0: 312.957.4758 1 M: 662.422.4747 11.877.zColoUS p1 6•- 0 3 05 RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER 12201 Tukwila Int'I Blvd - 4th Floor, Seattle, WA 98168-5121 T 206.281.8700 F 206.282.9951 W sahey.com Technology / Real Estate Development / Investments PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0305 DATE: 04/07/17 PROJECT NAME: ZCOLO/ZAYO GROUP LLC SITE ADDRESS: 3311 S 120 PL Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: A1*)c O tj Building Division III vt Wile Works kM Are 4{UII'1 Fire Prevention II Structural LAY , N/4 k -f) -i7 Planning Division ❑ Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/11/17 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: 05/09/17 6-e ,mss s to REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 'EMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0305 DATE: 01/04/17 PROJECT NAME: ZCOLO/ZAYO GROUP LLC SITE ADDRESS: 3311 S 120TH PL Original Plan Submittal Revision # before Permit Issued Is. Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Vii4A AV ZIA Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/05/17 Structural Review Required REVIEWER'S INITIALS: DATE: ❑ APPROVALS OR CORRECTIONS: Approved Approved with Conditions DUE DATE: Corrections Required Denied (ie: Zoning Issues) (corrections entered in Reviews) 02/02/17 Notation: REVIEWER'S INITIALS: DATE: 12/18/2013 PERMIT COORD COPY.. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0305 DATE: 11/09/16 PROJECT NAME: ZCOLO/ZAYO GROUP LLC SITE ADDRESS: 3311 S 120 PL X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: �rJ MN o loll Building Division Public Works klY\ PaAt& Fire Prevention Structural ttikt li-ill-49 Planning Division ui nPermit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 11/10/16 Structural Review Required REVIEWER'S INITIALS: DATE: a APPROVALS OR CORRECTIONS: DUE DATE: 12/08/16 Approved Corrections Required ❑ Approved with Conditions ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: B1 g ❑ Fire ❑ Ping ❑ PW/ 'Staff Initials: Pg 12/18/2013 PROJECT NAME: c_.Cd0/ o SITE ADDRESS: 33l i S 0-0 ( I PERMIT NO: - t'I(O -0305- ORIGINAL ISSUE DATE: [-_u--1 7 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 4-7 — ---(VP-04q- 1442. 6YJS5j/7 ) f ,c Summary of Revision: &Omit/ 1 4 coati./f a+ O +'or ` h -Pier i ckolvir es _ _ ,- Received by! -- � — -` REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of T e a kwil REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 03/30/2017 plan Check/Permit Number: F16 - 0305 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # f _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner C Deferred Submittal # Project Name: ZCOLO/ZAYO GROUP LLC Project Address: 3311 S 120TH PL Contact Person: Buddy Hendrix Summary of Revision: Engineering Change Notice 002 Phone Number: (816) 823-7025 Engineering Change Notice 003 RECEWED CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER Sheet Number(s): C-001, C-101, C-102, C-103, C-104, C-501, S-101, S-201, S-501 "Cloud" or highlight all areas of revision including date of revi, on 311 Received at the City of Tukwila Permit Center by: ®-- Entered in TRAKiT on17 W \Permrt Center\Templates\Forms\Revision Submittal Form.dor 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: 12/28/2016 Plan Check/Permit Number: D16-0305 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ ' ' Defet'red Submittal # Project Name: ZCOLO/ZAYO GROUP LLC Project Address: 3311 S 120TH PL Contact Person: Buddy Hendrix Phone Number: (816) 823-7025 Summary of Revision: Refer to the Burns & McDonnell letter dated 28th December 2016 summarizing the civil related drawing revisions, based on permit review responses to Correction Letter # 1. RECEIVED CITY OF TUKWILA JAN 3 2217 PERMIT CEN 1"ER Sheet Number(s): C-001 (Rev. 3), C-103 (Rev. 3), C-502 (Rev. 3) "Cloud" or highlight all areas of revision includin� da e of revi�iptt .1 n Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on Z:\Clients\GFS \ZayoGroup\91942_TukwilaChlrRpl\Design\_Dsgn_Submittals\06_Issued_for_Construction_City_Commnts_22nd_Dec_2016\working \Permit Comments Response\Revision Submittal Form - D16-0305.doc Revised: August 2015 NOVA CM CORP Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of COLabor & Industries Search L&I Page 1 of 2 A-6' Index help My Ltd Workplace Rights Trades & Licensing NOVA CM CORP Owner or tradesperson Principals FLEURY, BRIAN J, VICE PRESIDENT FLORIO, JUDITH A, SECRETARY BOHN, EDWARD G, TREASURER CORPORATION SERVICE CO, AGENT DISTEFANO, MARK J, PRESIDENT (End: 06/20/2016) Doing business as NOVA CM CORP WA UBI No. 601 789 755 1 MAIN STREET - UNIT 3 ATTN: MIKE DOYLE NYACK, NY 10960 20i-567-4404 Business type Corporation Governing persons BRIAN J FLEURY EDWARD G BOHN; JUDITH FLORIO; MARK J DISTEFANO; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Expired. License holder did not renew. License specialties GENERAL License no. NOVACCC932RG Effective — expiration 12/07/2007— 06/21/2016 Bond ........._..... HARTFORD FIRE INS CO Bond account no. 13bsbfm3416 Suspend date 06/03/2016 $12,000.00 Received by L&I Effective date 07/15/2009 03/18/2009 Expiration date Until Canceled Insurance ............................. No current insurance account. See the insurance history. Insurance history Savings No savings accounts during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601789755&LIC=NOVACCC932RG&SAW= 1/20/2017 4 5 6 7 8 9 10 11 12 13 14 LEGEND: no. date by ckd description GENERAL DEMOLITION NOTES: UTILITY PIPE REMOVAL TREE / BUSH REMOVAL V////////// SIDEWALK REMOVAL ASPHALT REMOVAL CONCRETE CURB REMOVAL SAWCUT EXISTING SANITARY SEWER LINE Plan review approve! is subject to errors and omission s. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Reccijt of approved Fiel : Co oy and conditions is acknowledged: By: EX BUILDING EXISTING FIBER OPTIC LINE EXISTING ELECTRICAL LINE EXISTING STORM SEWER EXISTING WATER LINE EXISTING FIRE PROTECTION LINEA EXISTING VEGETATION REMOVE EXISTING CONCRETE CURB AND SIDEWALK EX COMMUNICATIONS MANHOLE REFER TO SD101 FOR DEMOLITION WORK IN THIS AREA EXISTING CATCH BASIN a) a)E EXISTING FIRE HYDRANT EXISTING POST INDICATOR VALVE EXISTING GUARD POST EXISTING 10" – 7' DEEP FIRE PROTECTION LINE TO REMAIN MATCH EXISTING BEDDING. EX 8" STORM SEWER LINE DEDICATED SURVEY FOR THIS PROJECT WAS NOT OBTAINED. ALL EXISTING INFORMATION SHOWN WAS PROVIDED BY OWNER. VERIFY PRIOR TO AND DURING CONSTRUCTION. ALL DISCREPANCIES SHALL BE DISCUSSED WITH OWNER PRIOR TO PROCEEDING WITH WORK. BURNS AND MCDONNELL DOES NOT GUARANTEE ACCURACY OF EXISTING INFORMATION SHOWN. 2. LOCATIONS NOTED FOR REMOVAL MAY CONTAIN ANY OF THE FOLLOWING MATERIALS: AGGREGATE, CONCRETE, ASPHALT, MASONRY, FOUNDATIONS, REBAR, FENCE MATERIAL, PIPING, AND MISCELLANEOUS STRUCTURES. LARGE PIECES OF MATERIAL MAY NEED TO BE CRUSHED AND/OR BROKEN UP FURTHER IN ORDER TO BE HAULED AWAY TO THE WASTE DISPOSAL SITE. 3. CONTRACTOR SHALL COORDINATE LIMITS OF SAWCUT AND PAVEMENT REMOVAL WITH PROPOSED PAVEMENT LAYOUT AND JOINTING PLAN. 4. PAVEMENT DESIGNATED FOR SAWCUT SHALL BE SAWCUT FULL DEPTH. 0 11/04/16 JJJ 1 11/04/16 JJJ 2 12/22/16 JJJ 3 12/22/16 JJJ 4 03/30/17 JJJ 5 03/30/17 JJJ ISSUED FOR BID ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION CITY REVIEW COMMENTS REVISED ELEVATION CHANGES A EXISTING UTILITY UPDATES B 5. EXISTIN//— G PAVEMENT EDGES SHALL BE SAWCUT IN LOCATIONS SHOWN TO PROVIDE CLEAN EDGE FOR PROPOSED CONSTRUCTION. C 6. ANY DAMAGE TO PAVEMENT AREAS DESIGNATED TO REMAIN SHALL BE REPAIRED OR REMOVED AND REPLACED AT NO ADDITIONAL COST TO OWNER. 7. EXISTING VEGETATION AND FACILITIES WHICH ARE NOT INDICATED TO BE REMOVED SHALL BE PROTECTED FROM DEMOLITION OR OTHER CONSTRUCTION ACTIVITIES. D 8. CONTRACTOR SHALL PRESERVE EXISTING TREES AND VEGETATION WHENEVER PRACTICABLE. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT ROOT SYSTEMS OF SHRUBS, PLANTS AND TREES ALONG THE AREA OF EXCAVATION. REMOVE ALL IRRIGATION i LINES AND ASSOCIATED DEVICES WITHIN DEMOLITION AREA ALL DEMOLITION, WASTE, DEBRIS, AND UNSATISFACTORY MATERIALS SHALL BE DISPOSED OF OFF SITE. E UTILITY DEMOLITION NOTES: BEGIN REMOVE EXISTING TORM SEWER LINE SAWCUT EX36"'4STORM_.......; ss --....__.......__`.s..._ .. SEWER LIR ...... w7 C: e......._ ._..._.. _... -- .9t._.... END---_1...____.- _._.... REMOVE EXISTING , i1._..__.._._.._ _..... WATER LINE EX 30" SANITARY':_.,_ I SEWER yNI.,E END 1 I REMOVE EXISTING i WATER LINE REMOVE EXISTING STORM SEWER CATCH BASIN REMOVE EXISTING CURB --END- — REMOVE EXISTING 8" STORM SEWER LINE 0 z >- z ii 2 0 0 z w w z z w J J w z z 0 0 0 z m N 0 = it >- a 0 0 'SEPARATE PER MIT 1- LQUI ED FOR: Acchanical E lectrical L�I ° �mbing !_7 Gas Piping City of Tukwila BOLDING DIVISION REVfSf®N, No chances shaft bo made to the scope of work ti,ithout prior approval of rA, : ga Building Division. NOTE: {' cvi3io;1s will require a new plan submittal and may include additional plan review fees. .1 REVIEWED FOR CODE COMPLIANCE APPROVED These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac' of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: 4 r 17 By: Jd� CONTRACTOR SHALL COORDINATE WITH THE CLIENT REPRESENTATIVE PRIOR TO REMOVAL OF EXISTING UTILITIES IN SERVICE. RELOCATED UTILITIES SHALL BE CONSTRUCTED BEFORE REMOVAL OF EXISTING UTILITIES TO ENSURE UNINTERRUPTED SERVICE TO THE FACILITIES SERVED BY THE UTILITY. ALL RELOCATIONS SHALL BE COORDINATED WITH THE CLIENT REPRESENTATIVE. 2. UTILITY CAPPING METHODS SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS FOR SPECIFIC PIPE MATERIAL IN SERVICE. ALL CAPPING SHALL BE INSPECTED AND APPROVED BY THE CLIENT REPRESENTATIVE. 3. ALL STRUCTURES, VALVES, ETC. TO REMAIN SHALL BE PROTECTED AND ADJUSTED TO FINISH GRADE. 4. LIMITS OF PIPE REMOVAL SHALL BE COORDINATED WITH UTILITY PLAN. F RECEIVED APR 10 2017 TUKWILA PUBLIC WORKS G 5. AT ALL TIMES WHEN FIRE PROTECTION PIPING BELOW GRADE IS TAKEN OUT OF SERVICE A FIRE WATCH SHALL BE CONDUCTED BETWEEN 6 PM AND 8 AM EACH DAY. THE PERSONNEL PERFORMING THE FIRE WATCH SHALL WALK THROUGH OF ALL AREAS OF THE FACILITY EVERY TWO HOURS. ONCE A WALK THROUGH AS BEEN COMPLETED (I.E. EVERY TWO HOURS) THE PERSON PERFORMING THE FIRE WATCH SHALL CALL THE FIRE WATCH HOT LINE AT (206) 575-4407 (PRESS 2 FOR FIRE WATCH, AND LEAVE A MESSAGE). STATE YOUR NAME, FACILITY ADDRESS, AND STATUS. IF SMOKE OR FIRE EVENT OCCURS AT ANY TIME CALL 911 IMMEDIATELY. BURNS SXMCD N O NELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT H detailed J. JENKINS checked K. LOVELL olo a lays i;rc up Company pany. ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT DEMOLITION PLAN DEMOLITION PLAN 10' SCALE IN FEET NORTH RECEIVED CITY OF TUKWILA APR 01 2017 PERMIT CENTER J project contract 91942 I CONTRACT drawing rev. C-001 112811011 5 KYLE W. LOVELL CIVIL PE 46247 sheet 1 of file 91942C-001.DWG 9 sheets Scale For Microfilming 10 11 12 13 14 (.i z eL w 5 0 9 a POINT TABLE NUMBER DESCRIPTION NORTHING EASTING 1 GUARD POST 183808.14 1280149.24 2 WALL 183821.87 1280242.08 3 WALL 183806.04 1280241.63 4 WALL 183808.89 1280150.34 6 WALL 183857.54 1280151.86 7 SIDEWALK 183849.54 1280151.61 8 SIDEWALK 183819.99 1280138.15 9 SIDEWALK 183820.15 1280133.14 10 SIDEWALK 183849.93 1280139.03 11 SIDEWALK 183858.08 1280134.34 12 ASPHALT 183801.93 1280137.59 13 ASPHALT 183801.54 1280150.13 14 ASPHALT 183783.26 1280122.53 15 ASPHALT 183788.59 1280128.18 16 STOOP 183804.08 1280176.20 17 ASPHALT 183793.40 1280128.33 18 STOOP 183804.35 1280167.54 19 STOOP 183808.08 1280176.32 20 STOOP 183804.70 1280212.22 21 STOOP 183806.96 1280212.29 22 STOOP 183804.42 1280220.89 23 STOOP 183806.69 1280220.96 24 STOOP 183808.37 1280167.66 68 SIDEWALK 183807.97 1280179.89 69 SIDEWALK 183805.49 1280187.65 i 70 SIDEWALK 183803.53 1280241.30 71 SIDEWALK 183800.57 1280187.49 72 SIDEWALK 183800.83 1280179.66 LEGEND: • ST GUARD POST CONCRETE SIDEWALK CONCRETE PAD SCREEN WALL EXISTING STORM SEWER EXISTING VEGETATION REPLANT SAVED VEGETATION f EX BUILDING SEE STRUCTURAL PLANS FOR CONCRETE PAD AND STOOP DETAILS SEE STRUCTURAL PLANS FOR WALL DETAILS 5' WIDE CONCRETE SIDEWALK EXISTING OUTDOOR COURTYARD • ° 4.93 PAVEMENT MARKING STMH-1 R R 1 • - ASPHALT PAVEMENT -_1SPACE @_ 18' X 9' PAVEMENT MARKING FOR PROPOSED PARKING SPOT 1- -z U2 OW R.x co `)R R °- w 0 CO tY W rr--N\ N 0 PROPOSED STORM SEWER MANHOLE PROPOSED STORM SEWER CATCH BASIN ASPHALT PAVEMENT CONCRETE CURB PROPOSED 20" DIA. CATCH BASIN WITH GRATE CONCRETE STOOP, SEE STRUCTURAL PLAN FOR DETAIL (TYP OF 2) SITE PLAN 0 10' SCALE N FEET R R PROPERTY LINE R E1 R. 20' These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: %� _ . By: GENERAL SITE NOTE: 1. CONTRACTOR SHALL COORDINATE SCREEN WALL, WALKWAYS, AND DOORWAY LOCATIONS WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS. GENERAL GRADING NOTES: 1 DEDICATED SURVEY FOR THIS PROJECT WAS NOT OBTAINED. ALL EXISTING INFORMATION SHOWN WAS PROVIDED BY OWNER. VERIFY PRIOR TO AND DURING CONSTRUCTION. ALL DISCREPANCIES SHALL BE DISCUSSED WITH OWNER PRIOR TO PROCEEDING WITH WORK. BURNS AND MCDONNELL DOES NOT GUARANTEE ACCURACY OF EXISTING INFORMATION SHOWN. 2. PROPOSED ELEVATIONS INDICATED ARE FOR TOP OF FINAL GRADE, PAVEMENT, OR STRUCTURE UNLESS INDICATED OTHERWISE. 3. ELEVATION DENOTED AS "MATCH" ARE INTENDED TO MEET EXISTING GRADE ELEVATIONS. CONTRACTOR SHALL VERIFY ELEVATIONS AT TIE-INS AND MATCH POINTS PRIOR TO BEGINNING CONSTRUCTION. 4. EXTERIOR FINISH GRADES AT BUILDING ENTRANCES AND DOORWAY THRESHOLDS SHALL BE MAXIMUM 0.25 INCHES BELOW BUILDING FINISH FLOOR IF A VERTICAL THRESHOLD IS PROVIDED, AND SHALL BE MAXIMUM 0.5 INCHES BELOW BUILDING FINISH FLOOR IF A BEVELED THRESHOLD IS PROVIDED, UNLESS INDICATED OTHERWISE. 5. EXTERIOR FINISH GRADES ADJACENT TO BUILDING SHALL BE 6.00 INCHES BELOW BUILDING FINISH FLOOR UNLESS INDICATED OTHERWISE. 6. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION. ANY DRAINAGE FEATURE OR STRUCTURE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF THE CLIENT REPRESENTATIVE. 7. SURFACES AROUND FACILITY SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS. 8. THE CONTRACTOR SHALL REMOVE STANDING WATER FROM THE PROJECT WORK LIMITS AS NECESSARY TO PROTECT SUBGRADE, SUBBASE, AND/OR BASE COURSE OF NEW PAVEMENT, SURROUNDING PAVEMENT -TO -REMAIN, OR OTHER COMPLETED WORKS. 9. TOP ELEVATION OF ALL UTILITY STRUCTURES TO REMAIN SHALL BE ADJUSTED ACCORDINGLY TO FINISH GRADE ELEVATION. 10. ALL NON -PAVED AREAS SHALL BE RE -VEGETATED WITH PLANTS OR GRASS. 11. FINISHED GRADE OF CONCRETE STOOPS AT BUILDING DOORWAYS SHALL MATCH FINISH FLOOR OF BUILDING AND SLOPE AWAY FROM THE BUILDING AT 2.00 PERCENT UNLESS NOTED OTHERWISE. 12. ELEVATIONS IMMEDIATELY OUTSIDE PERSONNEL DOOR ADJACENT TO FOUNDATION SHALL BE 0.04 FEET LOWER THAN FINISH FLOOR ELEVATION AT DOOR. SLOPE AWAY FROM DOOR AT 0.05 PERCENT FOR 5.00 FEET. WIDTH OF CONSTANT SLOPED AREA SHALL BE 5.00 FEET WIDE AND CENTERED ON DOOR. 13. INSTALL SILT FENCE, DETAIL 1 ON C-501, AROUND PERIMETER OF WORK AREA WHERE POSSIBLE. 14. SURVEY DATA, COORDINATE SYSTEM AND ELEVATION DATUM WERE PROVIDED BY OWNER. CONTRACTOR VERIFY HORIZONTAL AND VERTICAL CONTROL SYSTEM AND DATUM PRIOR TO BEGINNING WORK. EVA L FOR E. N 'ANCE APC 1 JAR 17 2017 ;t)¢ of - wila lljkK= DIVISI RECEIVED CITY OF TUKWILA APR 07 2017 PERNTER no. date by ckd description 0 11/04/16 JJJ KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT 2 12/22/16 JJJ KWL ISSUED FOR CONSTRUCTION 3 03/30/17 JJJ KWL REVISED ELEVATION CHANGES BURNS \MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 detailed J. JENKINS designed A. ROBINETT checked . ' K. LOVELL - zCOLO 3311 0 a Zapo Group Caropc r y ZAYO GROUP, LLC - TUKWILA FACILITY SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT SITE PLAN projectcontract 91942 I CONTRACT drae.u: rev. -101 3 2 of 9 sheets fi e •42C-101.DWG Scale For Microfilming E N 0 C 1 2 3 5 6 7 8 9 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, EXISTING BUILDING 1 --17 U ' = m W FL d ^O LL a_ w�o D Z U)W1-- WWt— >a Q 0 oJ ) • • • III— — -- sr MATCH EXISTING SIDEWALK ST -CB -1 TOP 16.06 ST . N 1- 0) co TOP OF STOOP 14.93 HIGH POINT TC 15.09 STMH-1 ST — 1■ EllirjrAMMVIK„IL' 11111 MATCH EX 15.62± 15.16± 1 ` SLOPE PROPOSED SIDEWALK - fO MATCH EXISTING SIDEWALK SLOPE l I SLOPE PROPOSED SIDEWALK TO MATCH EXISTING SIDEWALK SLOPE / 1 WEEP HOLE, SEE NOTE 1 THIS SHEET AND WALL ELEVATION ON A STRUCTURAL PLAN (TYP OF 7) MATCH EXISTING CURB 20” DIA. CATCH BASIN WITH GRATE, SEE NOTE 2 TYPOF3 MATCH EX 15.73± LEGEND: • 15.61 r'\✓ GUARD POST SCREEN WALL ELEVATION EXISTING STORM SEWER EXISTING VEGETATION MATCH EX 15.77± • 1 REVI; WED FOR ODE OMPLIANCE AP- ROVED APR 17 2017 ■ PROPOSED STORM SEWER MANHOLE PROPOSED STORM SEWER PROPOSED STORM SEWER CATCH BASIN CONCRETE CURB PROPOSED 20" DIA. CATCH BASIN WITH GRATE EP OL GRADING PLAN 0 5' 10' SCALE N FEET NOTES: 1. CONNECT PIPE FROM ALL WEEP HOLES TO PROPOSED 4" DIA. HARD PIPE. 2. PLACE CATCH BASIN OVER AND CONNECT TO PROPOSED 4" DIA. HARD PIPE. These plans have been reviewed by the P ubiic Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequaco of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 07 2017 PERMIT CENTER Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: no. date by ckd description 0 11/04/16 JJJ KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT 2 12/22/16 JJJ KWL ISSUED FOR CONSTRUCTION 3 03/30/17 JJJ KWL REVISED ELEVATION CHANGES 44 k• BURNS \MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 detailed J. JENKINS designed A. ROBINETT checked K. LOVELL ZAYO zCOLO - 3311 SOUTH TUKWILA, 0 a Zayo Group Company GROUP, LLC TUKWILA FACILITY 120TH PLACE WA 98168 King County CHILLER UPGRADE PROJECT GRADING PLAN projectcontract 91942 I CONTRACT drawing" \C-102 rev. a= 3 3 of 9 sheets ile 9� ' 2C-102.DWG t) E Scale For Microfilming GENERAL UTILITY NOTES: 1. DEDICATED SURVEY FOR THIS PROJECT WAS NOT OBTAINED. ALL EXISTING INFORMATION SHOWN WAS PROVIDED BY OWNER. VERIFY PRIOR TO AND DURING CONSTRUCTION. ALL DISCREPANCIES SHALL BE DISCUSSED WITH OWNER PRIOR TO PROCEEDING WITH WORK. BURNS AND MCDONNELL DOES NOT GUARANTEE ACCURACY OF EXISTING INFORMATION SHOWN. 2. ALL PIPE SIZES ARE IN INCHES UNLESS INDICATED OTHERWISE. 3. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL BUILDING CONNECTIONS WITH BUILDING CONTRACTOR AND THE INFORMATION PROVIDED ON MECHANICAL AND ELECTRICAL DRAWINGS FOR EACH FACILITY. 4. CONTRACTOR SHALL CONTACT THE CLIENT REPRESENTATIVE AND ALL ASSOCIATED UTILITY COMPANIES AND AGENCIES TO IDENTIFY THE LOCATION OF UTILITIES PRIOR TO COMMENCEMENT OF WORK. 5. CONTRACTOR SHALL COORDINATE ALL REQUIRED UTILITY SHUTDOWNS FOR UTILITY CONNECTIONS WITH THE CLIENT REPRESENTATIVE. 6. CONNECTION TO EXISTING WATER, SEWER, AND STORM MAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ALL REQUIREMENTS OF ASSOCIATED UTILITY COMPANIES AND AGENCIES. 7. CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PAYING ALL UTILITY CONNECTION FEES AND OBTAINING ALL PERMITS REQUIRED FOR THE UTILITY CONSTRUCTION AND CONNECTIONS. THIS INCLUDES ALL FEES ASSOCIATED WITH CONNECTION CHARGES AND METERS. 8. SEE DETAIL ON DRAWING C-502 FOR TYPICAL UTILITY TRENCH DETAIL. 9. THE MINIMUM DEPTH OF COVER FOR UTILITIES SHALL BE AS FOLLOWS UNLESS INDICATED OTHERWISE: a. WATER: 36 INCHES b. FIRE PROTECTION: 42 INCHES c. ELECTRICAL AND COMMUNICATION: 24 INCHES d. ALL OTHER UTILITIES: 36 INCHES 10. ALL UNDERGROUND UTILITIES ARE SUBJECT TO ACCEPTANCE TESTING AND INSPECTION METHODS DETAILED IN THE SPECIFICATIONS, WHICH MAY INCLUDE VIDEO CAMERA INSPECTION. 11. ANY CHANGES TO PROPOSED UTILITY DESIGN SHALL BE APPROVED BY ENGINEER AND THE CLIENT REPRESENTATIVE. WATER UTILITY NOTES: 1. THRUST BLOCKS OR JOINT RESTRAINTS ARE REQUIRED AT ALL TEES, BENDS, OR ELBOWS OF PRESSURIZED PIPING IN ACCORDANCE WITH THE DRAWINGS, SPECIFICATIONS, AND MANUFACTURER'S RECOMMENDATIONS. SEE DETAIL ON DRAWING C-502 FOR TYPICAL THRUST BLOCK DETAIL. 2. WATER LINES SHALL BE INSTALLED A MINIMUM OF 3.00 FEET BEHIND THE EDGE OF PAVEMENT OR FACE OF CURB UNLESS INDICATED OTHERWISE. SEE SPECIFICATIONS FOR ADDITIONAL CLEARANCE REQUIREMENTS FOR WATER PIPING. 3. FIRE HYDRANTS SHALL BE INSTALLED A MINIMUM OF 3.00 FEET AND A MAXIMUM OF 6.00 FEET FROM EDGE OF PAVEMENT OR FACE OF CURB AND A MINIMUM OF 1.00 FEET FROM EDGE OF SIDEWALK UNLESS INDICATED OTHERWISE. A RADIUS OF 3.00 FEET AROUND HYDRANT SHALL BE KEPT CLEAR FOR FIRE DEPARTMENT ACCESS. AREA BETWEEN CURB AND HYDRANTS SHALL BE KEPT CLEAR OF OBSTRUCTIONS. 4. CONTRACTOR SHALL COORDINATE THE INSTALLATION, TESTING, AND INSPECTION OF ALL DOMESTIC WATER AND FIRE WATER SYSTEMS WITH THE ASSOCIATED UTILITY COMPANIES AND AGENCIES. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS ON WATER UTILITY TESTING AND INSPECTION. 5. RE-ESTABLISH IRRIGATION SYSTEM TO WORKABLE STATE. SANITARY UTILITY NOTES: 1. SEWER LINES SHALL BE INSTALLED A MINIMUM OF 10.00 FEET HORIZONTALLY FROM ADJACENT WATER LINES UNLESS INDICATED OTHERWISE. SEE SPECIFICATIONS FOR ADDITIONAL CLEARANCE REQUIREMENTS FOR SANITARY PIPING. 2. SEWER LINES SHALL BE INSTALLED BELOW WATER LINES WITH A MINIMUM VERTICAL SEPARATION OF 24 INCHES UNLESS INDICATED OTHERWISE. 3. INVERT FLOW CHANNELS SHALL BE CONSTRUCTED TO PROVIDE SMOOTH AND UNIFORM SLOPE WITH GRADUAL TRANSITION SECTIONS. UTILITY STRUCTURE NOTES: 1. ALL UTILITY STRUCTURES ARE TO BE H-20 RATED UNLESS INDICATED OTHERWISE. 2. IF A MANHOLE IS LOCATED IN PAVEMENT AREAS, RIM ELEVATION SHALL BE FLUSH WITH FINAL GRADE. IF A MANHOLE IS LOCATED OUTSIDE OF PAVEMENT AREAS, RIM ELEVATION SHALL BE 6.00" MINIMUM ABOVE ADJACENT FINISH GRADE. 3. COVERS AND CASTINGS OF MANHOLES AND STRUCTURES SHALL BE STAMPED PER THE APPROPRIATE UTILITY TYPE OR PER THE LOCAL STANDARDS, AND SHALL BE STAMPED PER THE ORIGIN OF MANUFACTURE. 4. COVERS AND CASTINGS SHALL BE TAMPER -PROOF FOR STRUCTURES LOCATED IN PEDESTRIAN AREAS, EASEMENT AREAS, AND AREAS WITH SPECIAL SECURITY RESTRICTIONS. 5. COVERS THAT MAY BE SUBMERGED SHALL BE WATERTIGHT. 6. ANY LIFT LOOPS FOR UTILITY STRUCTURES SHALL BE GROUTED FLUSH AFTER INSTALLATION. 7. PIPE MAY EXTEND 2.00" MAXIMUM BEYOND INTERIOR MANHOLE WALL. PROJECT -SPECIFIC UTILITY NOTES: 1. CONTRACTOR SHALL CAP ALL PROPOSED UTILITY LINES FOR FUTURE CONNECTION IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR THE SPECIFIC PIPE MATERIAL. EXISTING BUILDING LEGEND: ss FO E ST w FW FW EXISTING SANITARY SEWER LINE EXISTING FIBER OPTIC LINE EXISTING ELECTRICAL LINE EXISTING STORM SEWER LINE EXISTING WATER LINE EXISTING FIRE PROTECTION LINE EXISTING VEGETATION ® EXISTING CATCH BASIN «Nz‘ a J Q` 8" ST • EXISTING FIRE HYDRANT EXISTING POST INDICATOR VALVE EXISTING GUARD POST PROPOSED FIRE PROTECTION LINE PROPOSED STORM SEWER PROPOSED MANHOLE PROPOSED STORM SEWER CATCH BASIN PROPOSED 20" DIA. CATCH BASIN WITH GRATE INV IN = 13.71 (8" SD W) INV OUT = 13.21 (8" SD S) RIM =16.061 N 183819.17 E 1280147.70 j I EX 10" -7' DEEP FIRE PROTECTION LINE CONNECT TO EXISTING W LINE N 183809.36 E 1280219.27 STMH-1 - 72" I.D. INV IN = 6.04 (36" SD E) INV IN = 12.09 (8" SD N) INV OUT = 5.88 (36" SD W) RIM = 15.83 N 183806.62 E 1280147.46 TOP 15.55 1 ;{" E) _ G° 20" DIA. CATCH BASIN WITH GRATE INV. 13.31 /4\ N 183806.46 E 1280194.27 _- (TYP OF 3) - CONNECT WEEP HOLE TO HARD PIPE (TYP OF 4) CONNECT WEEP HOLE TO 20" DIA. CATCH BASIN WITH GRATE INV13.77 N 183805.34 E 1280240.52 0 0 TOP 14.68 IE 6.68 - 36" (E) IE 6.38-36"(W) 0 20" DIA. CATCH BASIN WITH GRATE 1 INV 13.48 N 183807.87 E 1280151.38 ST1 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, EX SSMH TOP 15.64 1E 10.34 - 8" (W) IE 10.09 - 8" (E) CONNECT TO EXISTING CLEANOUT INV IN = 11.33 (8" SD E) INV IN = 13.18 (4" SD NE) INV IN = 13.18 (4" SDNW)4Pw INV IN = 6.04 (36" SD E) INV OUT = 6.04 (36" SD W) RIM = 13.92 N 183805.71 E 1280181.47 EX CB TOP 15.49 IE13.14-8"(NW) CONNECT TO EXISTING CB INV OUT = 13.14 (8" SD W) RIM = 15.33 N 183798.18 E 1280206.18 CONNECT TO EXISTING W LINE N 183808.40 PROPOSED WATER LINE SIZE SHALL MATCH EXISTING WATER LINE EX CB TOP 14.78 IE 11.04 - 8" (NW) REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2017 City of Tukwila BUILDING DIVISION no. date by ckd 11/04/16 JJJ description KWL ISSUED FOR BID ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION CITY REVIEW COMMENTS REVISED ELEVATION CHANGES EXISTING UTILITY UPDATES BURNS �MSDONNEL L 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL EX SSMH TOP 15.51 IE 5.86-8" (VV) 1E 5.81 - 3" (NW) IE5.41-8"(E)..... 0 UTILITY PLAN 10' 20' SCALE IN FEET These pians have been reviewed by then, dic Works Department for confo:rmance'_ vitt c11 rent City standards. Acceptance is subject to -:tryors omissions which do not authorize vio latons (of adopted standards or ordinances. The responsibility for the adequac' of the design rests totally with: the designer. Additions, deletions or revisions to f fiesc drawings after this date will void this acceptance ce and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: << i By: RECEIVED CITY OF TUKWILA APR 017 2017 PERMIT CENTER project drawing a 2ayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT UTILITY PLAN contract 91942 I CONTRACT rev. 5 E ��<< OVE L 24 40 35- 5- 30- 30- 25- 25- 20- 20 15- 15- 10— 10- .•••1010 5— 5— MOM. 0 z J 0. X. W c7.c60.zZa.0 11- ocn Cr) c V1 I r�Cl64 11 I I Z... LL. .I I Z l- /33 Z z.>>z� .,X.0 Z . EXISTING GRADE I. ....; ' T I I 0 EX 30" SS 40 35 — 30 — 25 — 20 — 15 — 10 — 5 -0+05 0+00 ST1 0+40 Scale For Microfilming 1 2 5 6 7 8 9 10 11 12 13 14 0 z >= z D. 2 0 re U z w w z 0 z w J J W z z 0 0 0 z m co COPYRIGHT © 20 STORM SEWER PROFILES HORIZONTAL: 0 10' 20' SCALE IN FEET VERTICAL: 0 5' 10' SCALE IN FEET 40 35— •••••010 5— 30- 25— MINNOND 20 15 10 5— .� ..c .."0- .. CD ... .. u�..- II 0.°a° Z. EXISTING ..................... GRADE PROPOSED GRADE EXISTING GRADE...... 8" SD @..10.000/ EX 10"DIW IW ............. • (FIELD* VERIFY DEPT 40 —35 —30 — 25 —20 — 15 — 10 — 5 -0+25 co co se co Lf7 L() 0+00 ST2 Cil 0) tet' d' r r 0+25 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Publ c Works utilities inspector. Date: By: REVIEWED FOR ODE COMPLIANCE APPROVED APR 17 2017 City of Tukwila WILDING DIVISION RECEIVED CITY OF TUKWILA APR 07 2017 PERMIT CENTER no. date by 0 11/04/16 JJJ 1 11/04/16 JJJ 2 12/22/16 JJJ ckd KWL description 3 03/30/17 ISSUED FOR BID ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION REVISED ELEVATION CHANGES BURNS LMSD NNE O LL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL olo Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT STORM SEWER PROFILES project 91942 contract CONTRACT drawing v rev. 3 sheets 1 1 2 3 5 6 7 8 1 9 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, 10' MAX CENTER TO CENTER WOVEN WIRE FENCE (14 1/2 GA., MAX. 6" MESH SPACING). 36" MIN. FENCE POSTS DRIVEN 16" INTO GROUND r. �O� 36" MIN. FENCE POST (10' MAX. C. TO C.) WOVEN WIRE FENCE (14 1/2 GA. MIN., MAX 6" MESH SPACING) WITH FILTER CLOTH OVER UNDISTURBED GROUND PERSPECTIVE VIEW NOT TO SCALE FLOW r. EMBED FILTER CLOTH MIN. 6" INTO GROUND 4" WHITE PAINTED STRIPE (TYP) SHERWIN WILLIAMS SETFAST ACRYLIC MODIFIED ALKED TRAFFIC MARKING PAINT OR APPROVED EQUAL NOTES: 1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. 2. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER- LAPPED BY SIX INCHES AND FOLDED. 4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. POSTS: STEEL EITHER "T" OR "U" TYPE OR 2" HARDWOOD. FENCE: WOVEN WIRE 14 1/2 GA. 6" MAX. MESH OPENING. FILTER CLOTH: FILTER X, MIRAFI 100X, STABILINKA T140N OR APPROVED EQUAL. PREFABRICATED GEOFAB, ENVIROFENCE, UNIT: OR APPROVED EQUAL. PAVEMENT MARKING WSDOT CLASS B HOT -MIX ASPHALTIC PAVEMENT THICKNESS TO BE GREATER OF 3" OR MATCH EXISTING BITUMINOUS TACK COAT 6" WSDOT CLASS B CRUSHED AGGREGATE BASE COURSE COMPACTED SUBGRADE ASPHALT PAVEMENT SAWCUT I-- w 2 I— wCI- :c co z z 2 4" P.C.C. 15" MINIMUM 18" MAXIMUM GEOTEXTILE FILTER FABRIC 1 SECTION 1" X 2" WOOD POSTS 3' LONG PLAN GROUND LINE IMBED FABRIC AND STRAW BALES 4" INTO GROUND SEE NOTE STRAW BALES NEW CATCH BASIN FILTER FABRIC NOTE: STRAW BALES SHALL BE PLACED AROUND INLET GRATE. BALES SHALL BE IMBEDDED 4" INTO GROUND AND SECURELY STAKED IN PLACE. CATCH BASIN PROTECTION EXPANSION JOINT 1 ////\///\/ COMPACTED SUBGRADE 1/2" RADIUS (TYP. SECTION A //\\ // 4" CRUSHED ROCK BASE BROOM 4" TROWEL FINISH (TYP.) 4" P.C.C. J 4" CRUSHED ROCK BASE —� COMPACTED SUBGRADE —� SAWED JOINTS SECTION B 5' MAX (TYP) 6X6-W1.4X.W1.4 EXPANSION JOINTS 2 @ 25' CTRS MAX En PLAN NOTE: 1. BROOM FINISH SHALL BE APPLIED NORMAL TO DIRECTION OF TRAFFIC. SAW JOINT PRE -FORMED EXP. JOINT MATERIAL EXPANSION JOINT NOTES: 1. SAW JOINTS TO BE LOCATED TO MAINTAIN AN APPROXIMATE SQUARE SLAB AS INDICATED ON PLANS. 2. EXPANSION JOINTS TO BE LOCATED WHERE WALK ABUTS CONCRETE CURBS, DRIVES, STRUCTURES AND WHERE WALK CHANGES DIRECTION. TYPICAL SIDEWALK JOINT DETAIL SIDEWALK JOINT /61-6" CEMENT TR, ATED F LLMATERIAL / ]�'Y FINISH GRADE tD 9" STD WT STEEL PIPE WITH SAFETY YELLOW PAINT. (FILL WITH CONCRETE) • CONCRETE NOTE: ti 12" MIN M 1. PREPARE SURFACE IN FIELD BY SSPC-SP3 METHODS TO SSPC-SP6 QUALITY AND 1.0 MIL MIN PROFILE DEPTH. FIRST COAT IS TO BE ALKYD PRIMER AT MIN 40% SOLIDS BY VOLUME. APPLIED AT 2 MILS DRY. SECOND AND THIRD COATS ARE TO BE ALKYD GLOSS ENAMEL MIN 40% SOLIDS BY VOLUME. EACH COAT APPLIED AT 1.5 MILS DRY. TOTAL COATING 5 MIL MIN DRY FILM. 5' SIDEWALK (AS REQUIRED) 7" <; EXPANSION JOINT #5 x 24" SMOOTH DOWELS (SEE NOTES) \- FINISH PAVEMENT GRADE EXPANSION JOINT (NOT REQUIRED WITH ASPHALTIC PAVEMENT) NOTES: 1. PLACE 3/4" EXPANSION JOINTS WITH 24" DOWELS AT RADIUS POINTS OR A MAXIMU OF 60' ON STRAIGHT SECTIONS. THESE DOWELS SHALL BE GREASED AND WRAP ON ONE END WITH EXPANSION TUBES. 2. INSTALL 1 1/2" DEEP CONTRACTION JOINT AT APPROXIMATELY 15' INTERVALS. THES JOINTS SHALL PASS THROUGH THE ENTIR CURB SECTION. 3. FORM NOT REQUIRED BELOW GRADE. 6" VERTICAL CURB REVIEWED FOR ODE COMPLIANCE APPROVED APR 17 2017 City of Tukwila BUILDING DIVISION These pians have been rev iewed._L ; r . ; ,r Works Department for conformance,s r, c;, City standards. Acceptance is subject to =on:and omissions which do not authorize 'viointions of adopted standards or ordinances. The re ponsibility for the adequacy • of the design rests totally with the designer. Additions, deletions or` revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By:.. 1 RECEIVED Y OF TUKWILA APR a7 2017 PERMIT CENTER no. date by ckd description 0 11/04/16 JJJ KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT 2 12/22/16 JJJ KWL ISSUED FOR CONSTRUCTION 3 03/30/17 JJJ KWL EXISTING UTILITY UPDATES BURNS LMSDO NNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL olo Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT SITE DETAILS project 91942 drawing I contract CONTRACT rev. 2 sheets Scale For Microfilming a) E 2 w 0 U EDGE OF SLAB MIN OF 4" TALL HOUSEKEEPING PAD, TYP. SEE NOTE 6 PROPOSED CHILLER, TYP 1 1 24" SLAB, MIN. W/ #5 @ 9" OC EW, EF. SLAB SLOPES PER CIVIL 24" SLAB, MIN. W/ #5 @ 9" OC EW, EF. SLAB SLOPES PER CIVIL IJ -1 9 4'-8" 10 11 r6" MIN TO BE FIELD VERIFIED SEE NOTE 4 12 13 NOTES: 1. SEE SHEET S-001 FOR GENERAL NOTES. 14 2. SEE SHEET S-004 FOR CONCRETE DETAILS. 3. SEE SHEET S-501 FOR DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE DETAILS. 4. SLOPE OF PROPOSED SLAB TO MATCH EXISTING AT DEMO LOCATION. 5. SEE C-101 FOR ELEVATION AND SLOPE OF TOP OF CONCRETE FOUNDATION. 6. VERIFY DIMENSIONS AND LOCATIONS OF CHILLER EQUIPMENT SUPPLIED PRIOR TO CASTING PADS. EXISTING BUILDING no. date by ckd description 11/04/16 MWH BBB ISSUED FOR BID 11/04/16 12/22/16 ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION OPENING I EXISTING 4' ELECTRICA REFER TO OPENING D S004 TYP 12'-0" TYP EXISTING 8" WATER LINE 4'-5 EXISTING FOUNDATION SEE NOTE 4 EXISTING LOUVER TO REMAIN 0 M EXISTING CMU WALL TO REMAIN 0 0 in EDGE OF 10" CMU ALL TO MATC EXISTING COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, INC. 30" DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE, TYP. SEE S-501 FOR TYPICAL DETAIL CONCRETE STOOP PER S004, TYP OF 2 10'-10" PROVIDE AND INSTALL NEW HINGED LOUVER PER MECH SCHEDULE, TYP OF 2 11'-0" 5'-1" 5'-1" EDGE OF SLAB PROVIDE AND INSTALL NEW HINGED LOUVER PER MECH SCHEDULE, TYP OF 2 16'-0" 6'-10" 3'-0" 91'-4" EXISTING UNDERGROUND UTLITIES TO BE LOCATED VIA HAND DIGGING PRIOR TO DRILLING CONCRETE SHAFTS. MAINTAIN MINIMUM 12" CLEAR FROM NEW CONSTRUCTION. IF CONFLICT OCCURS, CONTACT ENGINEER OF RECORD FOR RESOLUTION. FOUNDATION PLAN 0 4' 8' 12' SCALE IN FEET 1 PROVIDE AND INSTALL NEW LOUVERS PER MECH SCHEDULE, TYPICAL OF 8 EDGE OF SLAB PROVIDE AND INSTALL NEW ELMDOR ACCESS DOORS; EDI -SS 18"x18" WITH KEY OPERATED EXTERNAL LATCH EDGE OF SLAB REVIEWED FOR CODE COMPLIANCE APPROVED . APR 17 2017 • City of Tukwila BUILDING PIV11419fti RECEIVED CITY OF TUKWILA APR 0'7 2017 PERMIT CENTER 3 03/01/17 ECN NO.2 � BURNS ‘\MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN olo a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT FOUNDATION AND STRUCTURAL SLAB PLAN project 91942 drawing -101 contract CONTRACT rev. 3 of sheets 1.dwg Scale For Microfilming 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, INC EDGE OF SLAB EDGE OF SLAB 30" DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE, TYP. SEE S-501 FOR TYPICAL DETAIL / MIN OF 4" TALL HOUSEKEEPING PAD, TYP. SEE NOTE 6 PROPOSED CHILLER, TYP 8") 1 (-6" TYP T J v 3'-0" 3'-0" SLOPE PER CIVIL SEE NOTES / 7 / 24" SLAB, MIN. W/ #5 @ 9" OC EW, EF. SLAB SLOPES PER CIVIL 6" TYP 'I OPENING IN SLA FORII EXISTING 4'-0" x '-0" ELECTRICAL VA LT. II REFER TO TYPI AL II OPENING DETAIII ON II S004 II 10" CMU JALL TO MATCH EXISTING 5'-5" 8'-11" 15'-5" w 9'-2" 3'-0' J CJ -1 6" TYP 12'-0" TYP EXISTING 8" WATER LINE CONCRETE STOOP PER S004, TYP OF 2 PROVIDE AND INSTALL NEW HINGED LOUVER PER MECH SCHEDULE, TYPOF2 11-0" w 5'-1" 5'-1" 91'-4" W ---W EXISTING 10" WATER LINE w 24" SLAB, MIN. W/ #5 @ 9" OC EW, EF. SLAB SLOPES PER CIVIL IJ -1 4'-6" . 4'-5 1 /2" M Co (6" MIN TO BE FIELD VERIFIED k-(6" TYP 1- SLOPE PER CIVIL 2'-0" —W SEE NOTES / RE-ENTRANT BARS PER S-001, TYP 1' yl 7- SEE NOTE 4 / /� SEE NOTE 4 EXISTING EQUIPMENT TO REMAIN NOTES: 1. SEE SHEET S-001 FOR GENERAL NOTES. 2. SEE SHEET S-004 FOR CONCRETE DETAILS. A. 3. SEE SHEET S-501 FOR DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE DETAILS. 4. SLOPE OF PROPOSED SLAB TO MATCH EXISTING AT DEMO LOCATION. 5. SEE C-101 FOR ELEVATION AND SLOPE OF TOP OF CONCRETE FOUNDATION. 6. VERIFY DIMENSIONS AND LOCATIONS :6::HIrLLER EQUIPMENT SUPPLIED PRIOR TO CASTING PADS. 1ti G d'-frow rs Wf5 1 p r TV`o✓cG e- Spe cil ( (GiSi EXISTING fro ,B ILDING A ,eid yer ort 6 j_( EXISTING LOUVER TO REMAIN EXISTING fo Ve,i;‘(Fy EQUIPMENT cork i TO REMAIN Jr pi'(('frj, 0 EXISTING FOUNDATION or atyet,- J EDGE OF SLAB EXISTING UNDERGROUND UTLITIES TO BE LOCATED VIA HAND DIGGING PRIOR TO DRILLING CONCRETE SHAFTS. MAINTAIN MINIMUM 12" CLEAR FROM NEW CONSTRUCTION. IF CONFLICT OCCURS, CONTACT ENGINEER OF RECORD FOR RESOLUTION. FOUNDATION PLAN 0 4' 8' 12' SCALE IN FEET PROVIDE AND INSTALL NEW HINGED LOUVER PER MECH SCHEDULE, TYPOF2 16'-0" 6'-10" 3'-0" 0 0 EXISTING CMU WALL TO REMAIN PROVIDE AND INSTALL NEW LOUVERS PER MECH SCHEDULE, TYPICAL OF 8 EDGE OF SLAB PROVIDE AND INSTALL NEW ELMDOR ACCESS DOORS; EDI -SS 18"x18" WITH KEY OPERATED EXTERNAL LATCH "- EDGE OF SLAB EVIEWED FOR E COMPLIANCE r APPROVED APR 17 2017 City of Tukwila MIMING DIVISION RECEIVED CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER no. date by ckd description 0 11/04/16 MWH BBB ISSUED FOR BID 1 11/04/16 MWH BBB ISSUED FOR PERMIT 2 12/22/16 MWH BBB ISSUED FOR CONSTRUCTION 3 03/01/17 MWH BBB ECN NO.2 4 03/30/17 MWH BBB REVISED ELEVATIONS BURNS MSD ONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN olo a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT FOUNDATION AND STRUCTURAL SLAB PLAN project 91942 contract CONTRACT rev. sheets 11 12 13 14 no. date by ckd description 11/04/16 MWH 11/04/16 2 12/22/16 BBB TOP OF CMU WALL 3 03/30/17 ISSUED FOR BID ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION REVISED ELEVATIONS TO MATCH EXISTING MI --s®--- 1111111111111111111111111111M1111111111111 =MN= II= IMI111111111111111111111=11 1111111111111111111 === � -- .- s� ■M N M= ■�- - MI_------- --- - ------- -- -11111 1111111111111111 --- M-� N_ MINIM N� �� TOP OF LOUVER ELEVATION TOP OF CONCRETE WALL EL TO MATCH 1'-4" EXISTING TOP OF CONCRETE SLAB EL VARIES PER CIVIL CONCRETE STOOP 0 CONTROL JOINT, TYP PROVIDE AND INSTALL (2) NEW 9'-0" x 4'-4" HINGED LOUVERS PER MECHANICAL SCHEDULE BOTTOM OF LOUVER TO BE ELEV. 16.10' PER CONTRACTOR TO MATCH EXISTING SIDEWALK CONTROL JOINT, TYP PROVIDE AND INSTALL NEW 8'-8" x 8'-0" LOUVER, TYP SCREEN WALL ELEVATION PROVIDE AND INSTALL (2) NEW 9'-0" x 4'-4" HINGED LOUVERS PER MECHANICAL SCHEDULE BOTTOM OF LOUVER TO BE ELEV. 16.10' PER CONTRACTOR TO MATCH EXISTING SIDEWALK ELMDOR ACCESS DOORS; EDI -SS 18"x18" WITH KEY OPERATED EXTERNAL LATCH 4" DIA PIPE CAST IN CONCRETE, LOCATIONS PER CIVIL C SCALE IN FEET D TOP OF CMU WALL TO MATCH EXISTING EXISTING CMU SCREEN WALL Scale For Microfilming TOP OF CONCRETE WALL EL TO MATCH EXISTING TOP OF CONCRETE SLAB EL VARIES PER PROVIDE AND INSTALL CIVIL NEW 8'-8" x 8'-0" LOUVER SCREEN WALL ELEVATION EXISTING BUILDING C) z Q a 2 0 U z w w z 0 z w J J w z z 0 0 U 0) z •m 0 0 N 1- = O 2 a O 0 PROPOSED DOOR PER ARCH SCALE IN FEET r 8'-0" 8'-8" 1 4'-8" 8'-8" 4'-8" 8'-8" r 5'-4" 1'-4" 3'-4" 3'-4" 2'-0" 2'-8" 2'-8" 2'-O" 11 1 1 1 1 1 1 1 _1 - , I 1 1 1 l 1 1 1 - III 1 III 1 1 1 I 11 1 I 1 „�� - , ,�.,.., -- ■= -__ �— --- MI Illi / ti CONTROL JOINT, TYP TOP OF CMU WALL REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2017 TO MATCH EXISTING BURNS ‘\.M.DONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 TOP LOUVER ELELVATION date 11 /04/16 H detailed T. ERICKSEN designed M. HOLLINGSHEAD checked B. BRETTMANN RECEIVED CITY OF TUKWILA PROVIDE AND INSTALL NEW 8'-8” x 8'-0" LOUVER, TYP TOP OF CONCRETE WALL EL TO MATCH EXISTING TOP OF CONCRETE SLAB EL VARIES PER CIVIL APR 0.7 2017 olo 1 Zayo Group Company PERMIT CENTER ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT STRUCTURAL WALL ELEVATIONS SCREEN WALL ELEVATION project 91942 contract CONTRACT SCALE IN FEET drawing 11121111211 rev. 3 RI T x M CTU i sheets 1 2 3 4 5 6 7 8 9 10 11 12 13 14 no. date by ckd description INTENTIONALLY ROUGHENED SURFACE WITH A FULL AMPLITUDE OF APPROX 1/4" PER ACI i FOUNDATION REINFORCEMENT PER PLAN TOP OF CMU WALL 11/04/16 11/04/16 12/22/16 MWH 3 03/01/17 MWH ISSUED FOR BID ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION ECN NO.2 PRECAST CONCRETE COPING TO MATCH EXISTING 10" CMU WALL PRECAST CONCRETE COPING TO MATCH EXISTING L-1 LINTEL, TYP A PROPOSED CHILLER #8 DOWELS (3) SETS ADDITIONAL HORIZ TIES PROVIDE AND INSTALL NEW LOUVER PER MECHANICAL SCHEDULE B PROVIDE (1) 1/2"0 GALV THREADED RODS WITH HILTI HIT-HY 200 EPDXY EMBEDDED 6" MIN. CHILLER RAIL REINFORCED CONCRETE WALL 6 1/2" MIN CHAMFERED EDGE, TYP #4, CONT 6"x6" SHIM TO MATCH THICKNESS 0 EXISTING WAFFLE PADS ATTACHED TO CHILLER (TYP 6 EACH SIDE) TOP OF HOUSEKEEPING PAD EL PER CIVIL REINFORCED CONCRETE WALL D III—III—II N E 2 ROUGHENED JOINT ROUGHENED JOINT POST INSTALL #4 REBAR W/ HILTI HIT-HY 200 ADHESIVE E Scale For Microfilming ESTIMATED ELEVATION AT BOTTOM OF DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE SECTION #5 @ 9" OC, EW EF 30" DIA DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE PER PLAN SECTION 0 1' SCALE IN FEET SCALE IN FEET F VERTICAL REINFORCEMENT TO BE (10) #8 EQUALLY SPACED #3 STIRRUPS @ 12" OC G RILLED OR EQUIVALENT AUGER CAST PILE TYPICAL DETAIL (NOT TO SCALE) NOTES: 1. INSTALL DRILLED SHAFTS OR EQUIVALENT AUGER CAST PILES IN ACCORDANCE WITH SPECIFICATION 31 63 29 OR 31 63 16. 2. ALL SHAFTS OR PILES MUST BE FOUNDED IN DENSE SAND. 3. CONTACT ENGINEER IF EXISTING/ABANDONED SHAFTS ARE ENCOUNTERED OR INTERFERE WITH NEW SHAFTS OR PILES. 4. CUT OR SPLICE REINFORCING BARS IN THE FIELD AS REQUIRED FOR ACTUAL SHAFTS LENGTHS REQUIRED. 5. PRIOR TO DRILLING SHAFTS, HAND DIG TO EXPOSE POSSIBLE CONFLICTS. IF CONFLICT OCCURS, CONTACT ENGINEER OF RECORD FOR RESOLUTION. BURNS SXMSDONNELL APR 17 2017 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 H C+j of Tukwila BUILDING DIVI date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPAN RECEIVED CITY OF TUKWILA APR 0'7 2017 PERMIT CENTER olo a Zayn Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT CONCRETE DETAILS AND TYPICAL DRILLED SHAFT DETAIL project 91942 contract CONTRACT drawing rev. 11121901203 J 3 sheets Scale For Microfilming 10 11 12 13 14 0 z z a 2 0 0 0 z w w z 0 z w J J w z z 0 0 m z 0 N 0 1- 0 a 0 0 T/FDN EL VARIES PER CIVIL T/SHAFT EL TBD 0 CV (3) SETS ADDITIONAL HORIZ TIES 0 c� INTENTIONALLY ROUGHENED SURFACE WITH A FULL AMPLITUDE OF APPROX 1/4" PER ACI FOUNDATION REINFORCEMENT PER PLAN #8 DOWELS LAP SPLICE J U M VERTICAL REINFORCEMENT TO BE (10) #8 EQUALLY SPACED #3 STIRRUPS @ 12" OC DRILLED OR EQUIVALENT AUGER CAST PILE TYPICAL DETAIL (NOT TO SCALE) NOTES: 1. INSTALL DRILLED SHAFTS OR EQUIVALENT AUGER CAST PILES IN ACCORDANCE WITH SPECIFICATION 31 63 29 0 OR 31 63 16. 2. ALL SHAFTS OR PILES MUST BE FOUNDED IN DENSE SAND. 3. CONTACT ENGINEER IF EXISTING/ABANDONED SHAFTS ARE ENCOUNTERED OR INTERFERE WITH NEW SHAFTS OR PILES. 4. CUT OR SPLICE REINFORCING BARS IN THE FIELD AS REQUIRED FOR ACTUAL SHAFTS LENGTHS REQUIRED. 5. PRIOR TO DRILLING SHAFTS, HAND DIG TO EXPOSE POSSIBLE CONFLICTS. IF CONFLICT OCCURS, CONTACT ENGINEER OF RECORD FOR RESOLUTION. ESTIMATED ELEVATION AT BOTTOM OF DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE TOP OF CMU WALL 1'-0" 10" CMU WALL YTOP OF CONCRETE WALL EL TO MATCH EXISTING REINFORCED CONCRETE WALL T/ CONC & 66 GRADE VARIES PER CIVIL CV N 1 PRECAST CONCRETE COPING TO MATCH EXISTING #5@12"OC, EW EF PROPOSED CHILLER 6 1/2" MIN 1 1/2" CHAMFERED EDGE, TYP #4, CONT I—I I I—I I I— ROUGHENED JOINT ro SCALE IN FEET PRECAST CONCRETE COPING TO MATCH EXISTING PROVIDE (1) 1/2"O GALV THREADED RODS WITH HILTI HIT-HY 200 EPDXY EMBEDDED 6" MIN. CHILLER RAIL Of 1/4 1/4 6"x6" SHIM TO MATCH THICKNESS OF EXISTING WAFFLE PADS ATTACHED TO CHILLER (TYP 6 EACH SIDE) TOP OF HOUSEKEEPING PAD EL PER CIVIL #4 @ 12" OC, EW ROUGHENED JOINT CV POST INSTALL #4 REBAR W/ HILTI HIT-HY 200 ADHESIVE #5@9"OC, EWEF 30".DIA DRILLED SHAFT OR EQUIVALENT AUGER CAST PILE PER PLAN T/CONC & 614 GRADE VARIES PER CIVIL PROVIDE AND INSTALL NEW LOUVER PER MECHANICAL SCHEDULE REINFORCED CONCRETE WALL I—I 11=1 11=1 I —11 ROUGHENED JOINT PROPOSED SIDEWALK TO MATCH EXISTING SIDEWALK. REFER TO CIVIL 411111111111111111111111, #5 @ 9" OC, EW EF SCALE IN FEET z 0 N 1 P`" -VIEWED FOR COr�:F COMPLIANCE ?PROVED t''R 17 2017 r city Of Tukwila EUILDINO DIVISION RECEIVED CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER 3-30'zDl% BARIE B STRUCTUE PE ' 966 no. date by ckd description 0 11/04/16 MWH BBB ISSUED FOR BID 1 11/04/16 MWH BBB ISSUED FOR PERMIT 2 12/22/16 MWH BBB ISSUED FOR CONSTRUCTION 3 03/01/17 MWH BBB ECN NO.2 4 03/30/17 MWH BBB REVISED ELEVATIONS A B BURNS S\MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN olo Zayo Group Co?» any ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT CONCRETE DETAILS AND TYPICAL DRILLED SHAFT DETAIL project 91942 drawing contract CONTRACT rev. 4 h - esheets 9 501 111111111 11,11111,,,.. F H J GENERAL DWG. NO. TITLE G-001 COVER AND INDEX G-002 CONSTRUCTION ACCESS AND LAYDOWN PLAN CIVIL DWG. NO. C-001 C-101 C-102 C-103 C-104 C-501 C-502 C-503 C-504 TITLE DEMOLITION PLAN SITE PLAN GRADING PLAN UTILITY PLAN STORM SEWER PROFILES SITE DETAILS UTILITY DETAILS 1 UTILITY DETAILS 2 UTILITY DETAILS 3 ARCHITECTURAL a Za o Group Co pang zCOLO'S FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 Contract Number CHILLER UPGRADE PROJECT ISSUED FOR BID Contract Drawings MECHANICAL DWG. NO. A-001 A-101 A-201 A-202 TITLE ARCHITECTURAL LEGEND & ABBREVIATIONS DEMOLITION & FLOOR PLANS DOOR SCHEDULE, ELEVATIONS, & DETAILS BUILDING DETAILS STRUCTURAL DWG. NO. S-001 S-002 S-003 S-004 SD101 S-101 5-201 S-501 TI_ GENERAL NOTES, ABBREVIATIONS AND LEGENDS SPECIAL INSPECTIONS TYPICAL MASONRY DETAILS TYPICAL CONCRETE DETAILS FOUNDATION DEMOLITION PLAN FOUNDATION AND STRUCTURAL SLAB PLAN STRUCTURAL WALL ELEVATIONS CONCRETE DETAILS AND STANDARD FOUNDATION PILE no. date 0 11/04/16 by JJJ ckd `KWL description ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT DWG. NO. TITLE M-001 DEMOLITION PLAN M-101 SITE PLAN - HVAC M-102 GROUND LEVEL PLAN - HVAC M-103 GROUND LEVEL PLAN - NORTH - HVAC M-601 SCHEDULES - HVAC M-602 SCHEDULES - HVAC NOVEMBER 2016 91942 BURNS SXMSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 ELECTRICAL DWG. NO. TITLE E-001 SYMBOLS & ABBREVIATIONS E-101 ELECTRICAL PLAN E-102 MAIN ELECTRICAL ROOM LAYOUT & MCC -1 ELEVATION E-601 PARTIAL ELECTRICAL POWER RISER E-602 LOAD CALCULATIONS, PANEL SCHEDULES E-701 ELECTRICAL SPECIFICATIONS SEP ° ;' ^ e:IT, T fl Y Tni ED FOR: CJ lachanical Electrical /Plumbing CJ Gas Piping Ciiy of Tukwila BlitlPI !G DIVISION REVISfml- NO Changes sr-777— of 7 , I . -_.__of wor k , . Ti_i' '.!'.'1. ... NOTE: Fiul``�';� 1'vill Itai Sii„ I:r• and many iriaaide additional plan rete:,» i w LE COPY Permax _` oi,Plan rev e',7 : 7reval is subject to errors :, c - Approval of c y s ruction documents c a° r ._: the violation of any adopted code or ordinu...m. : of approved F:-:ld Bo ay and co -6083 is ac:. ow:_f. J: By: /'iz d Date: `'J \sj N i"7 City of Tukwila BUILDING DIVISION CITY RECEIVED NOV 0 9 2016 PERMIT CENTER REV CODE A J'. !ED FOR 4; MPLIANCE ,PI tOVED _1 7051 Ci y c t Tukwila BUILDIKK3 DIVISION E Scale For Microfilming COPYRIGHT © 2016 BURNS & Mc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a. EROSION AND SEDIMENT CONTROL. b. STORMWATER MANAGEMENT. c. WATER POLLUTION. d. FLOODPLAIN MANAGEMENT. e. DISCHARGE PERMIT. f. ENDANGERED SPECIES. g. SOLID AND HAZARDOUS WASTE. h. CLEARING. i. DIGGING. j. TRAFFIC. k. AIR QUALITY. I. AIR EMISSIONS. m. DRINKING WATER. n. FUEL TANKS. o. HISTORIC, CULTURAL, AND ARCHAEOLOGICAL PRESERVATION. p. NOISE ABATEMENT. q. ENDANGERED SPECIES. 9 10 11 12 13 14 ABBREVIATIONS: R BC DI TC TYP ST -CB STMH EX -SS -MH SSMH EX CO W ID PIV CB SSMH E W N INV TYP FO FH CONSTRUCTION ACCESS AND LAYDOWN PLAN 0 200' 400' RADIUS BOTTOM OF CONCRETE DUCTILE IRON TOP OF CONCRETE TYPICAL STORM CATCH BASIN STORM MANHOLE EXISTING SANITARY SEWER MANHOLE SANITARY SEWER MANHOLE EXISTING CLEANOUT WATER INSIDE DIAMETER POST INDICATOR VALVE CATCH BASIN SANITARY SEWER MANHOLE EAST WATER NORTH INVERT TYPICAL FIBER OPTIC FIRE HYDRANT SCALE IN FEET BURNS �MGDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 RECEIVED CITY OF TUKWILA _ NOV 0 9 2016 PERMIT CENTER designed A. ROBINETT project detailed J. JENKINS checked K. LOVELL n Zayo Group Com; of EVIEINED FOR )DE COMPLIANC APPROVED ZAYO GROU, LL ppI� zCOLO - TUKWI �' FACILITY7 - 3311 3311 SOUTH 120 H PLACE TUKWILA, W 9817 y of Tukwila King Cour DUILDING DIVISIOi 1 CHILLER UPGRADE PROJECT CONSTRUCTION ACCESS AND LAYDOWN PLAN 91942 contract CONTRACT Scale For Microfilming 0 E d r U 10 11 12 13 14 LEGEND: #71/1/11,/7/73I 10 • COPYRIGHT ©2016 BURNS & McDONNELL ENGINEERING COMPAN ss Ftp E- ST FW se a Q` 0 UTILITY PIPE REMOVAL TREE / BUSH REMOVAL SIDEWALK REMOVAL ASPHALT REMOVAL CONCRETE CURB REMOVAL SAWCUT EXISTING SANITARY SEWER LINE EXISTING FIBER OPTIC LINE EXISTING ELECTRICAL LINE EXISTING STORM SEWER EXISTING WATER LINE EXISTING FIRE PROTECTION LINEA EXISTING VEGETATION EXISTING CATCH BASIN EXISTING FIRE HYDRANT EXISTING POST INDICATOR VALVE EXISTING GUARD POST i� xtrx �d Zq 7f4' j$ I.ttivt� �a Ya � vF REMOVE EXISTING CONCRETE CURB AND SIDEWALK EX COMMUNICATIONS MANHOLE EX BUILDING COD CID =11=1011 CESO CIMI=1=11= BEGIN REMOVE EXISTING WATER LINE LL 0^°y < 4„J0 EL REFER TO SD101 FOR DEMOLITION WORK IN THIS AREA 1 1 BEGIN REMOVE EXISTING WATER LINE ; ST -- t CIES MIS ST ST REMOVE ALL IRRIGATION LINES AND ASSOCIATED DEVICES WITHIN DEMOLITION AREA ,z/-/w/zi - SS - BEGIN REMOVE EXISTING !8" S7RM SEWER LINE ,L✓ ST.--- _ST- —-- - SAWCUT REMOVE EXISTING --- STORM SEWER CATCH BASIN REMOVE EXISTING CURB R —END- — REMOVE EXISTING 8" STORM SEWER LINE R (.) END REMOVE EXISTING WATER LINE END REMOVE EXISTING WATER LINE SAWCUT - -- SS._ -- ss - R R DEMOLITION PLAN 0 '10' SCALE IN FEET 20' GENERAL DEMOLITION NOTES: 1. DEDICATED SURVEY FOR THIS PROJECT WAS NOT OBTAINED. ALL EXISTING INFORMATION SHOWN WAS PROVIDED BY OWNER. VERIFY PRIOR TO AND DURING CONSTRUCTION. ALL DISCREPANCIES SHALL BE DISCUSSED WITH OWNER PRIOR TO PROCEEDING WITH WORK. BURNS AND MCDONNELL DOES NOT GUARANTEE ACCURACY OF EXISTING INFORMATION SHOWN. 2. LOCATIONS NOTED FOR REMOVAL MAY CONTAIN ANY OF THE FOLLOWING MATERIALS: AGGREGATE, CONCRETE, ASPHALT, MASONRY, FOUNDATIONS, REBAR, FENCE MATERIAL, PIPING, AND MISCELLANEOUS STRUCTURES. LARGE PIECES OF MATERIAL MAY NEED TO BE CRUSHED AND/OR BROKEN UP FURTHER IN ORDER TO BE HAULED AWAY TO THE WASTE DISPOSAL SITE. 3. CONTRACTOR SHALL COORDINATE LIMITS OF SAWCUT AND PAVEMENT REMOVAL WITH PROPOSED PAVEMENT LAYOUT AND JOINTING PLAN. 4. PAVEMENT DESIGNATED FOR SAWCUT SHALL BE SAWCUT FULL DEPTH. 5. EXISTING PAVEMENT EDGES SHALL BE SAWCUT IN LOCATIONS SHOWN TO PROVIDE CLEAN EDGE FOR PROPOSED CONSTRUCTION. 6. ANY DAMAGE TO PAVEMENT AREAS DESIGNATED TO REMAIN SHALL BE REPAIRED OR REMOVED AND REPLACED AT NO ADDITIONAL COST TO OWNER. 7. EXISTING VEGETATION AND FACILITIES WHICH ARE NOT INDICATED TO BE REMOVED SHALL BE PROTECTED FROM DEMOLITION OR OTHER CONSTRUCTION ACTIVITIES. 8. CONTRACTOR SHALL PRESERVE EXISTING TREES AND VEGETATION WHENEVER PRACTICABLE. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT ROOT SYSTEMS OF SHRUBS, PLANTS AND TREES ALONG THE AREA OF EXCAVATION. 9. ALL DEMOLITION, WASTE, DEBRIS, AND UNSATISFACTORY MATERIALS SHALL BE DISPOSED OF OFF SITE. UTILITY DEMOLITION NOTES: 1. CONTRACTOR SHALL COORDINATE WITH THE CLIENT REPRESENTATIVE PRIOR TO REMOVAL OF EXISTING UTILITIES IN SERVICE. RELOCATED UTILITIES SHALL BE CONSTRUCTED BEFORE REMOVAL OF EXISTING UTILITIES TO ENSURE UNINTERRUPTED SERVICE TO THE FACILITIES SERVED BY THE UTILITY. ALL RELOCATIONS SHALL BE COORDINATED WITH THE CLIENT REPRESENTATIVE. 2. UTILITY CAPPING METHODS SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS FOR SPECIFIC PIPE MATERIAL IN SERVICE. ALL CAPPING SHALL BE INSPECTED AND APPROVED BY THE CLIENT REPRESENTATIVE. 3. ALL STRUCTURES, VALVES, ETC. TO REMAIN SHALL BE PROTECTED AND ADJUSTED TO FINISH GRADE. 4. LIMITS OF PIPE REMOVAL SHALL BE COORDINATED WITH UTILITY PLAN. 5. AT ALL TIMES WHEN FIRE PROTECTION PIPING BELOW GRADE IS TAKEN OUT OF SERVICE A FIRE WATCH SHALL BE CONDUCTED BETWEEN 6 PM AND 8 AM EACH DAY. THE PERSONNEL PERFORMING THE FIRE WATCH SHALL WALK THROUGH OF ALL AREAS OF THE FACILITY EVERY TWO HOURS. ONCE A WALK THROUGH AS BEEN COMPLETED (I.E. EVERY TWO HOURS) THE PERSON PERFORMING THE FIRE WATCH SHALL CALL THE FIRE WATCH HOT LINE AT (206) 575-4407 (PRESS 2 FOR FIRE WATCH, AND LEAVE A MESSAGE). STATE YOUR NAME, FACILITY ADDRESS, AND STATUS. IF SMOKE OR FIRE EVENT OCCURS AT ANY TIME CALL 911 IMMEDIATELY. v 1-H R E Q T N ..TR# 12 0/ I RECEIVED CITY OF TUKWILA JAN 0 b 2017 PERMIT C;=:NTER LL no. date by ckd description 0 11/04/16 JJJ KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT 2 12/22/16 JJJ KWL ISSUED FOR CONSTRUCTION 3 12/22/16 JJJ KWL CITY REVIEW COMMENTS BURNS ‘\MP.DONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL R17 VO VE D FOR O COMPLIANCE \PPROVED -IAN 17 2017 City of Tukcv Q°L UI _DING DIVIaJ1' to a L1 yo Group Company YO GROUP, LLC - TUKWILA FACILITY OUTH 120TH PLACE KWILA, WA 98168 King County CHILLER UPGRADE PROJECT DEMOLITION PLAN project 91942 contract CONTRACT drawing C-001 rev. 3 sheet 1 of file 91942C-001.DWG 9 sheets a) E Scale For Microfilming 10 11 12 13 14 6 BURNS & McDONNELL ENGINEERING COMPANY COPYRIGHT © 20 POINT TABLE NUMBER DESCRIPTION NORTHING EASTING 1 GUARD POST 183808.14 1280149.24 2 WALL 183821.87 1280242.08 3 WALL 183806.04 1280241.63 4 WALL 183808.89 1280150.34 6 WALL 183857.54 1280151.86 7 SIDEWALK 183849.54 1280151.61 8 SIDEWALK 183819.99 1280138.15 9 SIDEWALK 183820.15 1280133.14 10 SIDEWALK 183849.93 1280139.03 11 SIDEWALK 183858.08 1280134.34 12 ASPHALT 183801.93 1280137.59 13 ASPHALT 183801.54 1280150.13 14 ASPHALT 183783.26 1280122.53 15 ASPHALT 183788.59 1280128.18 16 STOOP 183804.10 1280175.53 17 ASPHALT 183793.40 1280128.33 18 STOOP 183804.37 1280166.87 19 STOOP 183808.10 1280175.65 20 STOOP 183802.96 1280212.18 21 STOOP 183806.96 1280212.30 22 STOOP 183802.69 1280220.84 23 STOOP 183806.69 1280220.96 24 STOOP 183808.37 1280166.99 LEGEND: 4 4 a' l4 ST GUARD POST CONCRETE SIDEWALK CONCRETE PAD SCREEN WALL EXISTING STORM SEWER EXISTING VEGETATION REPLANT SAVED VEGETATION SEE STRUCTURAL PLANS FOR WALL DETAILS EX BUILDING SEE STRUCTURAL PLANS FOR CONCRETE PAD AND STOOP DETAILS ST -CB -1 EXISTING OUTDOOR COURTYARD itiYatk.tv,tu:'\, i . r 1 GUARD POST -14.93 STMH-1 EX CL ANOUT EX CB 6" VERTICAL CURB - ASPHALT PAVEMENT ■ R _1SPACE @_ 18' X 9' PAVEMENT MARKING FOR PROPOSED PARKING SPOT R R PROPOSED STORM SEWER MANHOLE PROPOSED STORM SEWER CATCH BASIN ASPHALT PAVEMENT CONCRETE CURB SITE PLAN 0 10' SCALE IN FEET CONCRETE STOOP, SEE STRUCTURAL PLAN FOR DETAIL (TYP OF 3) PROPERTY LINE 60' NO BUILD EASEMENT R 20' GENERAL SITE NOTE: 1. CONTRACTOR SHALL COORDINATE SCREEN WALL, WALKWAYS, AND DOORWAY LOCATIONS WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS. GENERAL GRADING NOTES: 1. DEDICATED SURVEY FOR THIS PROJECT WAS NOT OBTAINED. ALL EXISTING INFORMATION SHOWN WAS PROVIDED BY OWNER. VERIFY PRIOR TO AND DURING CONSTRUCTION. ALL DISCREPANCIES SHALL BE DISCUSSED WITH OWNER PRIOR TO PROCEEDING WITH WORK. BURNS AND MCDONNELL DOES NOT GUARANTEE ACCURACY OF EXISTING INFORMATION SHOWN. 2. PROPOSED ELEVATIONS INDICATED ARE FOR TOP OF FINAL GRADE, PAVEMENT, OR STRUCTURE UNLESS INDICATED OTHERWISE. 3. ELEVATION DENOTED AS "MATCH" ARE INTENDED TO MEET EXISTING GRADE ELEVATIONS. CONTRACTOR SHALL VERIFY ELEVATIONS AT TIE-INS AND MATCH POINTS PRIOR TO BEGINNING CONSTRUCTION. 4. EXTERIOR FINISH GRADES AT BUILDING ENTRANCES AND DOORWAY THRESHOLDS SHALL BE MAXIMUM 0.25 INCHES BELOW BUILDING FINISH FLOOR IF A VERTICAL THRESHOLD IS PROVIDED, AND SHALL BE MAXIMUM 0.5 INCHES BELOW BUILDING FINISH FLOOR IF A BEVELED THRESHOLD IS PROVIDED, UNLESS INDICATED OTHERWISE. 5. EXTERIOR FINISH GRADES ADJACENT TO BUILDING SHALL BE 6.00 INCHES BELOW BUILDING FINISH FLOOR UNLESS INDICATED OTHERWISE. 6. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION. ANY DRAINAGE FEATURE OR STRUCTURE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF THE CLIENT REPRESENTATIVE. 7. SURFACES AROUND FACILITY SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS. 8. THE CONTRACTOR SHALL REMOVE STANDING WATER FROM THE PROJECT WORK LIMITS AS NECESSARY TO PROTECT SUBGRADE, SUBBASE, AND/OR BASE COURSE OF NEW PAVEMENT, SURROUNDING PAVEMENT -TO -REMAIN, OR OTHER COMPLETED WORKS. 9. TOP ELEVATION OF ALL UTILITY STRUCTURES TO REMAIN SHALL BE ADJUSTED ACCORDINGLY TO FINISH GRADE ELEVATION. 10. ALL NON -PAVED AREAS SHALL BE RE -VEGETATED WITH PLANTS OR GRASS. 11. FINISHED GRADE OF CONCRETE STOOPS AT BUILDING DOORWAYS SHALL MATCH FINISH FLOOR OF BUILDING AND SLOPE AWAY FROM THE BUILDING AT 2.00 PERCENT UNLESS NOTED OTHERWISE. 12. ELEVATIONS IMMEDIATELY OUTSIDE PERSONNEL DOOR ADJACENT TO FOUNDATION SHALL BE 0.04 FEET LOWER THAN FINISH FLOOR ELEVATION AT DOOR. SLOPE AWAY FROM DOOR AT 0.05 PERCENT FOR 5.00 FEET. WIDTH OF CONSTANT SLOPED AREA SHALL BE 5.00 FEET WIDE AND CENTERED ON DOOR. 13. INSTALL SILT FENCE, DETAIL 1 ON C-501, AROUND PERIMETER OF WORK AREA WHERE POSSIBLE. 14. SURVEY DATA, COORDINATE SYSTEM AND ELEVATION DATUM WERE PROVIDED BY OWNER. CONTRACTOR VERIFY HORIZONTAL AND VERTICAL CONTROL SYSTEM AND DATUM PRIOR TO BEGINNING WORK. 1 RECEIVED CITY OF TUK ,NREVIE DE C A Ai* NOV 0 9 2016 JAN PERMIT CENT R City BUILDI' KY 1111111111 01 no. date by ckd description 0 11/04/16 JJJ KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT 4 4:BURNS \McDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 detailed J. JENKINS designed A. ROBINETT checked K. LOVELL NED FOR... )ELiiI LIANCE 17 2q11 zoOLO 3 yf Tukwila 4G DIVISION L �r �"0 0 a Zayo Crap Company ZAYO GROUP, LLC -TUKWILA FACILITY .11 SOUTH 120TH PLACE TUKWILA, WA 98168 ' King County CHILLER UPGRADE PROJECT SITE PLAN projectcontract 91942 I CONTRACT drawing rev. C-101 1 sh sheets I war ' " 1 2 3 6 7 9 10 11 12 13 14 no. date 0 11/04/16 EXISTING BUILDING 11/04/16 ckd KWL description ISSUED FOR BID ISSUED FOR PERMIT TC17.82 BC17.48 A T917.79 BC 17.45 TC17.77 BC17.43 TC17.59 BC17.26 TC17.86 BC17.52 B C MATCH EXISTING SIDEWALK D E TC 17.70 BC16.46 TC17.69 BC16.31 TC17.64 BC16.23 TC 17.61 BC16.08 TC17.59 BC15.98 WEEP HOLE TC 16.40 TC 17.58 BC15.84s TC17.41 BC15.65 -----1 5 �TC17.41 BC16.00 Scale For Microfilming STMH-1 WEEP HOLE TC15.82 WEEP HOLE TC15.35 F EX CLEANOUT SEE WALL ELEVATION N STRUCTURAL PLAN FOR WEEP HOLE DETAILS (TYP OF 3) G MATCH EXISTING CURB MATCH EX 15.73± BURNS •\MSDONNELL MATCH EX 15.77± LEGEND: COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, INC. 15.61 GUARD POST SCREEN WALL ELEVATION EXISTING STORM SEWER PROPOSED STORM SEWER MANHOLE 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT H detailed J. JENKINS checked K. LOVELL PROPOSED STORM SEWER PROPOSED STORM SEWER CATCH BASIN REVIE'iNED FOR DMPU_I ANCE :RO'/F 9 17 2011 zC 3 of Tukwila \IG DIVISION olo n Zayo Group Company ZAYO GROUP, LLC LO - TUKWILA FACILITY 11 SOUTH 120TH PLACE TUKWILA, WA 98168 King County EXISTING VEGETATION CONCRETE CURB SLE Y CHILLER UPGRADE PROJECT GRADING PLAN J GRADING PLAN project 91942 I contract CONTRACT NORTH drawing SCALE IN FEET rev. 1 sheets Scale For Microfilming a) E N d) U z COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, GENERAL UTILITY NOTES: 1. DEDICATED SURVEY FOR THIS PROJECT WAS NOT OBTAINED. ALL EXISTING INFORMATION SHOWN WAS PROVIDED BY OWNER. VERIFY PRIOR TO AND DURING CONSTRUCTION. ALL DISCREPANCIES SHALL BE DISCUSSED WITH OWNER PRIOR TO PROCEEDING WITH WORK. BURNS AND MCDONNELL DOES NOT GUARANTEE ACCURACY OF EXISTING INFORMATION SHOWN. ALL PIPE SIZES ARE IN INCHES UNLESS INDICATED OTHERWISE. 3. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL BUILDING CONNECTIONS WITH BUILDING CONTRACTOR AND THE INFORMATION PROVIDED ON MECHANICAL AND ELECTRICAL DRAWINGS FOR EACH FACILITY. 4. CONTRACTOR SHALL CONTACT THE CLIENT REPRESENTATIVE AND ALL ASSOCIATED UTILITY COMPANIES AND AGENCIES TO IDENTIFY THE LOCATION OF UTILITIES PRIOR TO COMMENCEMENT OF WORK. 5. CONTRACTOR SHALL COORDINATE ALL REQUIRED UTILITY SHUTDOWNS FOR UTILITY CONNECTIONS WITH THE CLIENT REPRESENTATIVE. 6. CONNECTION TO EXISTING WATER, SEWER, AND STORM MAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ALL REQUIREMENTS OF ASSOCIATED UTILITY COMPANIES AND AGENCIES. 7. CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PAYING ALL UTILITY CONNECTION FEES AND OBTAINING ALL PERMITS REQUIRED FOR THE UTILITY CONSTRUCTION AND CONNECTIONS. THIS INCLUDES ALL FEES ASSOCIATED WITH CONNECTION CHARGES AND METERS. STMH-1 - 72" I.D. li INV IN = 12.09 (8" SD N) INV OUT = 5.88 (36" SD W) RIM = 15.75 N 183806.62 E 1280147.46 - Fp 1 I iI SEE DETAIL ON DRAWING C-502 FOR TYPICAL UTILITY TRENCH DETAIL. 9. THE MINIMUM DEPTH OF COVER FOR UTILITIES SHALL BE AS FOLLOWS UNLESS INDICATED OTHERWISE: a. WATER: 36 INCHES b. FIRE PROTECTION: 42 INCHES c. ELECTRICAL AND COMMUNICATION: 24 INCHES d. ALL OTHER UTILITIES: 36 INCHES 10. ALL UNDERGROUND UTILITIES ARE SUBJECT TO ACCEPTANCE TESTING AND INSPECTION METHODS DETAILED IN THE SPECIFICATIONS, WHICH MAY INCLUDE VIDEO CAMERA INSPECTION. 11. ANY CHANGES TO PROPOSED UTILITY DESIGN SHALL BE APPROVED BY ENGINEER AND THE CLIENT REPRESENTATIVE. WATER UTILITY NOTES: 1. THRUST BLOCKS OR JOINT RESTRAINTS ARE REQUIRED AT ALL TEES, BENDS, OR ELBOWS OF PRESSURIZED PIPING IN ACCORDANCE WITH THE DRAWINGS, SPECIFICATIONS, AND MANUFACTURER'S RECOMMENDATIONS. SEE DETAIL ON DRAWING C-502 FOR TYPICAL THRUST BLOCK DETAIL. 2. WATER LINES SHALL BE INSTALLED A MINIMUM OF 3.00 FEET BEHIND THE EDGE OF PAVEMENT OR FACE OF CURB UNLESS INDICATED OTHERWISE. SEE SPECIFICATIONS FOR ADDITIONAL CLEARANCE REQUIREMENTS FOR WATER PIPING. 3. FIRE HYDRANTS SHALL BE INSTALLED A MINIMUM OF 3.00 FEET AND A MAXIMUM OF 6.00 FEET FROM EDGE OF PAVEMENT OR FACE OF CURB AND A MINIMUM OF 1.00 FEET FROM EDGE OF SIDEWALK UNLESS INDICATED OTHERWISE. A RADIUS OF 3.00 FEET AROUND HYDRANT SHALL BE KEPT CLEAR FOR FIRE EX -CB TOP 15.55 E) lE 14. Po- 0 a u.. DEPARTMENT ACCESS. AREA BETWEEN CURB AND HYDRANTS SHALL BE KEPT CLEAR OF OBSTRUCTIONS. 4. CONTRACTOR SHALL COORDINATE THE INSTALLATION, TESTING, AND INSPECTION OF ALL DOMESTIC WATER AND FIRE WATER SYSTEMS WITH THE ASSOCIATED UTILITY COMPANIES AND AGENCIES. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS ON WATER UTILITY TESTING AND INSPECTION. 5. RE-ESTABLISH IRRIGATION SYSTEM TO WORKABLE STATE. SANITARY UTILITY NOTES: 1. SEWER LINES SHALL BE INSTALLED A MINIMUM OF 10.00 FEET HORIZONTALLY FROM ADJACENT WATER LINES UNLESS INDICATED OTHERWISE. SEE SPECIFICATIONS FOR ADDITIONAL CLEARANCE REQUIREMENTS FOR SANITARY PIPING. 2. SEWER LINES SHALL BE INSTALLED BELOW WATER LINES WITH A MINIMUM VERTICAL SEPARATION OF 24 INCHES UNLESS INDICATED OTHERWISE. 3. INVERT FLOW CHANNELS SHALL BE CONSTRUCTED TO PROVIDE SMOOTH AND UNIFORM SLOPE WITH GRADUAL TRANSITION SECTIONS. UTILITY STRUCTURE NOTES: 1. ALL UTILITY STRUCTURES ARE TO BE H-20 RATED UNLESS INDICATED OTHERWISE. 2. IF A MANHOLE IS LOCATED IN PAVEMENT AREAS, RIM ELEVATION SHALL BE FLUSH WITH FINAL GRADE. IF A MANHOLE IS LOCATED OUTSIDE OF PAVEMENT AREAS, RIM ELEVATION SHALL BE 6.00" MINIMUM ABOVE ADJACENT FINISH GRADE. 10 11 3. COVERS AND CASTINGS OF MANHOLES AND STRUCTURES SHALL BE STAMPED PER THE APPROPRIATE UTILITY TYPE OR PER THE LOCAL STANDARDS, AND SHALL BE STAMPED PER THE ORIGIN OF MANUFACTURE. 4. COVERS AND CASTINGS SHALL BE TAMPER -PROOF FOR STRUCTURES LOCATED IN PEDESTRIAN AREAS, EASEMENT AREAS, AND AREAS WITH SPECIAL SECURITY RESTRICTIONS. 5. COVERS THAT MAY BE SUBMERGED SHALL BE WATERTIGHT. 6. ANY LIFT LOOPS FOR UTILITY STRUCTURES SHALL BE GROUTED FLUSH AFTER INSTALLATION. 7. PIPE MAY EXTEND 2.00" MAXIMUM BEYOND INTERIOR MANHOLE WALL. PROJECT -SPECIFIC UTILITY NOTES: 1. CONTRACTOR SHALL CAP ALL PROPOSED UTILITY LINES FOR FUTURE CONNECTION IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR THE SPECIFIC PIPE MATERIAL. ST -CB -1 INV IN = 13.71 (8" SD W) INV OUT = 13.21 (8" SD S) RIM = 1d.06' - N 183819.17 E 1280147.70 II II II II CONNECT TO EXISTING W LINE N 183820.40 E 1280196.22 EXISTING BUILDING CONNECT TO EXISTING W LINE N 183809.36 E 1280219.27 CONNECT TO EXSTING W LINE N 183819.43 ._._. - ST - ST .._ s ---- ST -_ ST EX SSMH TOP 15.64 IE 10.34 - 8" (W) IE 10.09 - 8" (E) w _. ST2 C-50 TYP EX CB TOP 14.68 IE 6.68 - 36" (E) IE 6.38-36"(W) 12 LEGEND: ss FO E- ST 13 8" ST 14 EXISTING SANITARY SEWER LINE EXISTING FIBER OPTIC LINE EXISTING ELECTRICAL LINE EXISTING STORM SEWER LINE EXISTING WATER LINE EXISTING FIRE PROTECTION LINE U EXISTING VEGETATION ST _.._ ST -'__ ST `-t ST 0 - ST 71 ST1 CONNECT TO EXISTING CLEANOUT INVIN=6.13(8"SDE) RIM = 9.65 N 183805.71 E 1280181.47 EX CB TOP 15.49 IE 13.14 - 8" (NW) - CONNECT TO EXISTING CB INV OUT = 13.14 (8" SD W) RIM = 15.33 N 183798.18 E 1280206.18 0 CONNECT TO EXISTING W LINE N 183808.40 E 1280218.21 UTILITY PLAN 10' 20' SCALE IN FEET PROPOSED WATER LINE SIZE SHALL MATCH EXISTING WATER LINE EX CB TOP 14.78 IE 11.04 - 8" (NW) sS- EX SSMH TOP 15.51 IE 5.86 - 8" (W) IE 5.81-8"(NW) 1E 5.41 - 8" (E) - EXISTING CATCH BASIN EXISTING FIRE HYDRANT EXISTING POST INDICATOR VALVE EXISTING GUARD POST PROPOSED FIRE PROTECTION LINE PROPOSED STORM SEWER PROPOSED MANHOLE PROPOSED STORM SEWER CATCH BASIN 1 no. date by 11/04/16 JJJ 11/04/16 2 12/22/16 description 3 12/22/16 ISSUED FOR BID ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION CITY REVIEW COMMENTS BURNS •XMSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT RECEIVED CITY OF TUKWIL;EVILW FOR tODE C OiViI'LIANCE A )ROVED JA' 1'7 2011 zC 33 Citi of YoIC�r�1a BUILC ING DIVISION JAN 0 3 2017 PERMIT CENTER KYLE W. CIV PE 46 detailed J. JENKINS checked K. LOVELL a Zayo Group Company ZAYO GROUP, LLC LO - TUKWILA FACILITY 1 SOUTH 120TH PLACE UKWILA, WA 98168 King County CHILLER UPGRADE PROJECT UTILITY PLAN project 91942 drawing Icontract CONTRACT rev. sheets G H J co E Scale For Microfilming 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, 40 35 30 25 20 15 10 _ _ _ _ _ _ _ _ Q ......_i1 00- . C/)rn• l'"'n CO ..11..ii...............i1• Z..1..., L..o..11.u)- -.. 'CTCI`.(TN- U) 11 ZI- >O z EANOUT 0+00.00 M = 0.65 8"SDE) on. W (,)co. o II Q co. J X...I-..... 11 w M to ii z — EXISTING -GRADE ............................ I9-72 � = 2E.2- 1.'1. Ctir- II 1•- O ............8"SD@i0.00%...._ .0. ..... EXISTING GRADE .... EX8"SS .............................................8"SD. @"27:14/0 tco I-- Lci co -1- N C- I` f i-" -0+05 0+00 ST1 0+40 40- 5- 0- 25- 20- 15 10 STORM SEWER PROFILES HORIZONTAL: VERTICAL: 0 10' 20' SCALE IN FEET 0 5' 10' SCALE IN FEET 40 35 30 25 20 15 10 _ _ _ _ - _ _ _ - _ _ - _ Q ......_i1 00- . C/)rn• l'"'n CO ..11..ii...............i1• Z..1..., L..o..11.u)- -.. 'CTCI`.(TN- U) 11 ZI- >O z --O Z .> z EXISTING GRADE PROPOSED GRADE ............8"SD@i0.00%...._ .0. ..... EXISTING GRADE .... EX "CO"' DIW (FIELD VERIFY" DEPTH) N C- I` f i-" T -0+25 0+00 ST2 0+25 40- 5- 0- 5-- 20- 0- 5- 1 CITY RECEIVED CI IY OF TUKW NOV 0 9 2016 CRDE (� { &)DE.0 JAN PERMIT CENT R City BUILD` no.I date 0 11/04/16 by JJJ ckd 1 description KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT � BURNS •\MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL 'WED FOR MPLIANCE 2V1 zC 33 of Tulc\Nila G DIVISION olo a Zayo Group Company ZAYO GROUP, LLC LO - TUKWILA FACILITY 1 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT STORM SEWER PROFILES project 91942 drawing C-104 contract CONTRACT 1111111111111111111111 rev. 1 sheets Scale For Microfilming N E N U 1 2 3 4 10 11 12 13 14 0 z COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY 10' MAX CENTER TO CENTER WOVEN WIRE FENCE (14 1/2 GA., MAX. 6" MESH SPACING). 36" MIN. FENCE POSTS DRIVEN 16" INTO GROUND ffi PERSPECTIVE VIEW NOT TO SCALE 36" MIN. FENCE POST (10' MAX. C. TO C.) WOVEN WIRE FENCE (14 1/2 GA. MIN., MAX 6" MESH SPACING) WITH FILTER CLOTH OVER UNDISTURBED GROUND FLOW 4" WHITE PAINTED STRIPE (TYP) EMBED FILTER CLOTH MIN. 6" INTO GROUND SHERWIN WILLIAMS SETFAST ACRYLIC MODIFIED ALKED TRAFFIC MARKING PAINT OR APPROVED EQUAL NOTES: 1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. 2. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER- LAPPED BY SIX INCHES AND FOLDED. 4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. POSTS: STEEL EITHER "T" OR "U" TYPE OR 2" HARDWOOD. FENCE: WOVEN WIRE 14 1/2 GA. 6" MAX. MESH OPENING. FILTER CLOTH: FILTER X, MIRAFI 100X, STABILINKA T140N OR APPROVED EQUAL. PREFABRICATED GEOFAB, ENVIROFENCE, UNIT: OR APPROVED EQUAL. PAVEMENT MARKING WSDOT CLASS B HOT -MIX ASPHALTIC PAVEMENT THICKNESS TO BE GREATER OF 3" OR MATCH EXISTING BITUMINOUS TACK COAT 6" WSDOT CLASS B CRUSHED AGGREGATE BASE COURSE /'//� /'////' // /// t 1K...� �X„--i ` .. S ` f� r�/ ^ ( ,1\\‘‘\\/\;./ �\\ COMPACTED SUBGRADE ASPHALT PAVEMENT SAWCUT : co z 2 z 2 4" P.C.C. 15" MINIMUM 18" MAXIMUM GEOTEXTILE FILTER FABRIC F/, SECTION 1" X 2" WOOD POSTS 3' LONG PLAN GROUND LINE IMBED FABRIC AND STRAW BALES 4" INTO GROUND SEE NOTE STRAW BALES NEW CATCH BASIN FILTER FABRIC NOTE: STRAW BALES SHALL BE PLACED AROUND INLET GRATE. BALES SHALL BE IMBEDDED 4" INTO GROUND AND SECURELY STAKED IN PLACE. EXPANSION JOINT v!%//\ /\w\w\ ///\\i/`/\\'X`/\///\//.�' 4" CRUSHED ROCK BASE COMPACTED SUBGRADE 1/2" RADIUS (TYP SECTION A BROOM 4" TROWEL FINISH (TYP.) 4" P.C.C. - 4" CRUSHED ROCK BASE - COMPACTED SUBGRADE SAWED JOINTS SECTION B 5' MAX (TYP) 6X6-W1.4XW1.4 EXPANSION JOINTS 2 tZ @ 25' CTRS MAX [0 PLAN NOTE: 1. BROOM FINISH SHALL BE APPLIED NORMAL TO DIRECTION OF TRAFFIC. SIDEWALK CATCH BASIN PROTECTION 1/8" 1/2" /\\\\\'/\\ .� /\\ \/ .\ `\/ \\ '.../ PRE -FORMED EXP. JOINT MATERIAL SAW JOINT EXPANSION JOINT NOTES: 1. SAW JOINTS TO BE LOCATED TO MAINTAIN AN APPROXIMATE SQUARE SLAB AS INDICATED ON PLANS. 2. EXPANSION JOINTS TO BE LOCATED WHERE WALK ABUTS CONCRETE CURBS, DRIVES, STRUCTURES AND WHERE WALK CHANGES DIRECTION. TYPICAL SIDEWALK JOINT DETAIL SIDEWALK JOINT FINISH GRADE 9" STD WT STEEL PIPE WITH SAFETY YELLOW PAINT. (FILL WITH CONCRETE) CONCRETE NOTE: 0 M 12" MIN M 1. PREPARE SURFACE IN FIELD BY SSPC-SP3 METHODS TO SSPC-SP6 QUALITY AND 1.0 MIL MIN PROFILE DEPTH. FIRST COAT IS TO BE ALKYD PRIMER AT MIN 40% SOLIDS BY VOLUME. APPLIED AT 2 MILS DRY. SECOND AND THIRD COATS ARE TO BE ALKYD GLOSS ENAMEL MIN 40% SOLIDS BY VOLUME. EACH COAT APPLIED AT 1.5 MILS DRY. TOTAL COATING 5 MIL MIN DRY FILM. 5' SIDEWALK (AS REQUIRED) EXPANSION JOINT #5 x 24" SMOOTH DOWELS (SEE NOTES) EXPANSION JOINT (NOT REQUIRED WITH ASPHALTIC PAVEMENT) — 1" NOTES: 1. PLACE 3/4" EXPANSION JOINTS WITH 24" DOWELS AT RADIUS POINTS OR A MAXIMUM OF 60' ON STRAIGHT SECTIONS. THESE DOWELS SHALL BE GREASED AND WRAPPED ON ONE END WITH EXPANSION TUBES. 2. INSTALL 1 1/2" DEEP CONTRACTION JOINTS AT APPROXIMATELY 15' INTERVALS. THESE JOINTS SHALL PASS THROUGH THE ENTIRE CURB SECTION. 3. FORM NOT REQUIRED BELOW GRADE. 6" VERTICAL CURB no. date 0 11/04/16 by JJJ ckd description KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT — FINISH 1 PAVEMENT GRADE REVIEV" RECEI&DE C RECO. C CITY OF T'. WILA'- NOV 0 9 g 016 JAI PERMIT C NTERy o' BUILDIN BURNS NXMSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL ED FOR viPl._UANCE OV ED 7 2511 Tukwila Zayo Group Company ZAYO GROUP, LLC OLO - TUKWILA FACILITY 311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT SITE DETAILS 1 410 project 91942 I contract CONTRACT drawing c rev. 01 1 LL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 no. date by TRENCH WIDTH SURFACE AS SPECIFIED TREATMENT AS SPECIFIED FINISH GRADE NOTES: 11/04/16 JJJ ckd KWL 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5'-0". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478(AASHTO M 1994) & ASTM C 890. INITIAL BACKFILL \/x/i\/\//\\//, j &/vy/v /I v , F#2 nu FINAL BACKFILL BEDDING REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. BLIND FLANGE 11/04/16 2 12/22/16 3 12/22/16 description ISSUED FOR BID ISSUED FOR PERMIT ISSUED FOR CONSTRUCTION CITY REVIEW COMMENTS BLIND FLANGE A CAPPED CROSS 90° BEND TEE W/ PLUG TEE W/O PLUG 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. NOTES: 1. TRENCH TERMINOLOGY: Y E •E o U 0 BEDDING: SUPPORTIVE, COMPACTED MATERIAL TO PROVIDE EVEN SUPPORT FOR THE PIPE. BOTTOM OF TRENCH AND BEDDING MATERIAL SHALL PROVIDE UNIFORM LONGITUDINAL SUPPORT FOR BOTTOM SECTION OF PIPE. HAUNCHING: EXTENDS FROM THE BOTTOM OF THE PIPE TO THE CENTERLINE OF THE PIPE TO PROVIDE THE MOST RESISTANCE TO PIPE DEFLECTION. MATERIAL SHALL BE FREE OF ROCKS AND BE PLACED BY HAND. INITIAL BACKFILL: EXTENDS FROM THE SPRINGLINE TO A POINT ABOVE THE TOP OF THE PIPE TO PROVIDE SOME PIPE SUPPORT AND HELPS TO PREVENT DAMAGE TO THE PIPE DURING PLACEMENT OF THE FINAL BACKFILL. THE COVER EXTENDS FROM THE TOP OF THE PIPE TO THE TOP OF THE INITIAL BACKFILL. FINAL BACKFILL: THIS ZONE EXTENDS FROM THE TOP OF THE INITIAL BACKFILL TO THE TOP OF THE TRENCH. FINAL BACKFILL UNDER PAVEMENTS MAY BE SUBJECT TO ADDITIONAL COMPACTION REQUIREMENTS AND TESTING. BURIED WARNING AND IDENTIFICATION TAPE SHALL BE PROVIDED IN ACCORDANCE WITH SPECIFICATIONS. #3 BAR EACH CORNER #3 BAR EACH SIDE 4" MIN. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F-621 D. MATING SURFACES SHALL BE FINISHED TO ASSURE 44" NON -ROCKING FIT. #3 BAR EACH WAY PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. PLACE CATCH BASIN MARKING "NO DUMPING! DRAINS TO STREAM" ON SURFACE OF GRATE IN IT'S BORDER AREA. THRUST BLOCKING SIZE PIPE SIZE DIA A (ft 2) C (ft 2) D (ft 2) E (ft 2) 4" 4 2 1 1 6" 10 5 3 1 8" 18 10 5 2 10" 28 15 8 4 12" 40 22 11 6 14" 55 30 15 8 16" 71 39 20 10 18" 90 49 25 13 20" 111 60 31 15 22" 135 73 37 19 24" 160 87 44 22 28" 218 118 60 30 30" 251 136 69 35 36" 361 195 100 50 42" 491 266 135 68 48" 641 347 177 89 BLIND FLANGE OR SMALLER SIZE PIPE RESTRAINED JOINT C D 45° BEND 22-112° BEND E UTILITY TRENCH 1 C-103 CATCH BASIN TYPE 1 DS -01 NOTES: 1. BEARING AREA OF CONCRETE THRUST -BLOCK BASED ON 250 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 1000 POUNDS PER SQUARE FOOT. 2. ADJUST BEARING AREA FOR OTHER PIPE SIZES, PRESSURES, AND SOIL CONDITIONS. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM AREA OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 4. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER ALL CONDITIONS OF SERVICE. 5. HEIGHT OF THRUST BLOCK MUST BE EQUAL TO OR LESS THAN 1/2 THE DEPTH FROM THE GROUND SURFACE TO THE BLOCK'S BASE. 6. USE GALVANIZED OR ASPHALT -COATED SHEEL, THREADED RODS AND PIPE CLAMPS. 7. REFER TO CHAPTER 7 OF THE CITY OF TUKWILA, WASHINGTON INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. TRUST BLOCK F 11-1/4° BEND G COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPAN 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT . RI :VIEWED FOR GOCrE COMPS I N TH JAN 17 2Q17 zCOLs 3311 City of T���cV1iIa B ILDING DIVISION H detailed J. JENKINS checked K. LOVELL a Zayo Group Company YO GROUP, LLC - TUKWILA FACILITY OUTH 120TH PLACE WILA, WA 98168 King County CHILLER UPGRADE PROJECT UTILITY DETAILS 1 J project 91942 drawing sheets Scale For Microfilming COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, 1 2 3 4 8 9 10 11 12 13 14 NOTES: 1. RUBBER GASKET AND GROUT AT ALL JOINTS. 2. GROUT ALL LIFTING EYE HOLES. CHANNELIZATION 72" - 48" REDUCING SLAB ACCESS i /, t 24" 48" 4- r:.4 4 4 72" 6-1/2" 12" TYP. 1 MAX. PIPE SIZE 42" 6" MIN. y 4 . 4 MANHOLE 72" (TYPE IA4 AND IB4) 4-' 4 4 • V A. 4 a a. a.d PRECAST BASE SECTION STEPS MINOMMOil SHELF EXISTING MANHOLE FILL CONCRETE THEORETICAL TOP OF PIPE r NON -SHRINK GROUT I AROUND PIPE INV. ELEV. D/2 (6" MIN.) CORE DRILL NEW PIPE OPENING FLOW EXISTING PIPE FLOW NEW PIPE 12" LONG STUB (MIN.) CONCRETE MANHOLE ADAPTER ww _ w LLQ O� Cew a> wz_ c 0 LL PIPE CONNECTION TO EXISTING STRUCTURE NOTES: 1. CORE CUT SHALL BE MADE WITHOUT SPALLING OR DAMAGE TO THE EXISTING STRUCTURE. 2. PIPE CONNECTION THROUGH MANHOLE WALL SHALL BE MADE WITH GROUTING RING GASKET AND NON -SHRINK GROUT. 3. EXISTING INVERT CHANNEL SHALL BE RE -SHAPED TO ACCOMMODATE NEW INVERT. RECEIVED CITY OF TUKWIL NOV 09 2016 PERMIT CENTE no. 0 date 11/04/16 by JJJ ckd description KWL ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT REVI CODE C AP. JAS City BUILD BURNS ILMGDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL WALED FOR 3MPLl',NCE 1 2017 zC of Tutcwila 33 NG DIVISION olo a Zayo Group Company ZAYO GROUP, LLC LO - TUKWILA FACILITY 1 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT UTILITY DETAILS 2 project drawing 91942 I contract CONTRACT rev. 1 sheets E c 0 LL 0 0U U) 10 11 12 13 14 —T —T -r -r COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING -COMPANY NOTES: 1. RUBBER GASKET & GROUT AT ALL JOINTS. GROUT ALL LIFTING EYE HOLES. 2. STEPS SHALL BE LANE #P-13938. REFER TO SS -13 FOR STEP DETAIL. NOTES: MH RING & COVER 24" MAX. //// //%/7 8" MIN. TO 18" MAX. 1 PRECAST CONCRETE RINGS PRECAST CONE SECTION INSTALL GU MANHOLE BASE LINER, AVAILABLE THROUGH PREDL GU LINER SYSTEMS (ALDERGROVE, B.C. CANADA (604)607-7755) ememplrommol 24" • • 44 12" TYP. 6" ACCESS DETAIL SLOPE SHELF TO PIPE: 4% GU MANHOLE BASE LINER SIDE CHANNEL 1 18" MAX. a• i:- STEP 4. INSIDE DROP (MIN. 0.1' MAX. 1.5' i 6" MIN. d t• d - • • 6" MIN. MANHOLE ACCESS AND CHANNELIZATION CRUSHED ROCK 12" MIN. CHANNELIZATION 4" MIN.` PRECAST BASE 0 o0 0 0 00 0 0 00 0 -"is-1-3/16" 13" CC RED REFLECTORS ,l o 0 0 0 00 0 0 00 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PLAN 1. LANE P-13938 OR APPROVED EQUAL. CUT OUT MANHOLE POLYPROPYLENE SAFETY STEP 1/2" GRADE 60 STEEL REINFORCING BAR RECEIV CITY OF TU NOV 0 9 PERMIT C no. 0 date 11/04/16 by JJJ ckd KWL description ISSUED FOR BID 1 11/04/16 JJJ KWL ISSUED FOR PERMIT BURNS NXMGDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date JUNE 7, 2016 designed A. ROBINETT detailed J. JENKINS checked K. LOVELL CODE CQRPLIANCE X016 APPt ;ON1 JAN • . 7 2i7 TER City c BUILDIN r Tukwila nivi tiON z ZAYO GROUP, LLC OLO - TUKWILA FACILITY 311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT UTILITY DETAILS 3 project 91942 drawing I contract CONTRACT rev. 1 sheets Scale For Microfilming rD E N U 1 2 4 5 6 7 8 9 10 11 12 13 14 (U Z COPYRIGHT© 2016 BURNS & McDONNELL ENGINEERING COMPANY, CALLOUT I IC TI I SYMBOLS ABBREVIATIONS SECTION, DETAIL, AND ELEVATION SYMBOL IDENTIFIERS: LETTER OR NUMBER FLOOR PLAN LEGEND: EXISTING DOOR NEW DOOR EXISTING CONSTRUCTION -A- NE ARCHITECT/ENGINEER ACOUST ACOUSTICAL ADJ ADJACENT, ADJUSTABLE AFF ABOVE FINISH FLOOR AHJ AUTHORITY HAVING JURISDICTION ALT ALTERNATE ALUM ALUMINUM APPROX APPROXIMATE ARCH ARCHITECTURE, ARCHITECT -B- BD BOARD BITUM BITUMINOUS BLDG BUILDING BLKG BLOCKING BO BOTTOM OF, AS IN "BO STEEL" BTWN BETWEEN -C- CAB CABINET CCTV CLOSED CIRCUIT TELEVISION CID COMPREHENSIVE INTERIOR DESIGN CJ CONTROL JOINT, CONSTRUCTION JOINT CL CENTER LINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT CO CLEANOUT COL COLUMN COMM COMMUNICATION CONC CONCRETE CONSTR CONSTRUCTION CONT CONTINUOUS CONTR CONTRACT, CONTRACTOR COORD COORDINATE CORR CORRUGATED OR CORRIDOR CU CUBIC °C CELSIUS -D- DBL DOUBLE DEMO DEMOLITION DESCR DESCRIPTION DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DN DOWN DR DOOR DS DOWNSPOUT DWG DRAWING -E- E EAST EA EACH EEW EMERGENCY EYEWASH EEWS EMERGENCY EYEWASH & SHOWER EF EXHAUST FAN EJ EXPANSION JOINT EL ELEVATION, AS IN HEIGHT ELAST ELASTOMERIC ELEC ELECTRIC / ELECTRICAL ELEV ELEVATOR OR ELEVATION EQ EQUAL EQUIP EQUIPMENT ETC AND SO FORTH (ETCETERA) EW EACH WAY EWC ELECTRIC WATER COOLER EXH EXHAUST EXIST EXISTING EXP EXPANSION EXT EXTERIOR -F- FD FLOOR DRAIN FDN FOUNDATION FE FIRE EXTINGUISHER WITH WALL BRACKET FEC FIRE EXTINGUISHER CABINET FF FINISH FLOOR FF&E FURNITURE, FIXTURES & EQUIPMENT FHC FIRE HOSE CABINET (WITH EXTINGUISHER & BRACKET) FHR FIRE HOSE REEL (WITH EXTINGUISHER & BRACKET ) FIN FINISHED, FINISH FLR FLOOR FT FEET / FOOT FV FIELD VERIFY °F FAHRENHEIT -G- GA GAUGE GALV GALVANIZED GL GIRT LINE GRTG GRATING GYP GYPSUM GYP BD GYPSUM BOARD -H- H HIGH HD HAND HDWR HARDWARE HM HOLLOW METAL HORIZ HORIZONTAL HT HEIGHT HVAC HEATING, VENTILATION & AIR CONDITIONING -I- ID INSIDE DIAMETER IN INCH INSUL INSULATION INT INTERIOR -J- JAN JANITOR'S CLOSET -L- L LEFT, LONG, LENGTH LAB LABORATORY LAT LATITUDE LAV LAVATORY LB or # POUND LH LEFT HAND LONG LONGITUDE LVR LOUVER -M- M METER MACH MACHINE MAINT MAINTENANCE MAS MASONRY MATL MAX MATERIAL MAXIMUM MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MM MILLIMETER MO MASONRY OPENING MTD MOUNTED MTL METAL -N- N NORTH N/A NOT APPLICABLE NIC NOT IN CONTRACT NO NUMBER NOM NOMINAL NTP NOTICE TO PROCEED NTS NOT TO SCALE -0- OC ON CENTER OD OUTSIDE DIAMETER OFF OFFICE OPNG OPENING OPP OPPOSITE -P- PA PUBLIC ADDRESS PERIM PERIMETER PKG PACKAGE PL PLATE PLMB PLUMBING PLYWD PLYWOOD PROJ PROJECT PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PVC POLYVINYL CHLORIDE -R- RADIUS R RADIUS R/A RETURN AIR RCP REFLECTIVE CEILING PLAN RD ROOF DRAIN RECP RECEPTACLE REFER REFERENCE REINF REINFORCED REQ'D REQUIRED REV REVISION RH RIGHT HAND RO ROUGH OPENING -S- S SOUTH S/A SUPPLY AIR SCHED SCHEDULE SECT SECTION SF SQUARE FOOT SID STRUCTURAL INTERIOR DESIGN SIM SIMILAR SPEC SPECIFICATION SQ SQUARE STC SOUND TRANSMISSION COEFFICIENT STD STANDARD STOR STORAGE .STRUCT STRUCTURAL SUPP SUPPORT SUSP SUSPENDED SYS SYSTEM -T- TD TRENCH DRAIN TECH TECHNICAL THRU THROUGH TLT TOILET TO TOP OF, AS IN "TO STEEL" TYP TYPICAL UL _U_ UNDERWRITERS LABORATORY UNO UNLESS NOTED OTHERWISE UTIL UTILITY _V_ VENT VENTILATE, VENTILATOR VERT VERTICAL VOL VOLUME -W- W WEST, WIDTH W/ WITH W/O WITHOUT WC WATER CLOSET WD WOOD WH WATER HEATER C WT WEIGHT , / MASONRY DESIGNATOR ONE OR TWO CHARACTER DISCIPLINE DESIGNATOR (MAY NOT BE PRESENT IF TITLE ARE ON DRAWINGS I CONCRETE MASONRY UNIT CALLOUT AND WITHIN THE SAME DISCIPLINE) 88 d a . CONCRETE DRAWING SEQUENCE NUMBER INDICATES WHERE TITLE IS LOCATED (MAY NOT BE.,,:E PRESENT IF CALLOUT AND TITLE ARE ON THE SAME DRAWING) a /�/ /// PRECAST COCNRETE GROUT, STUCCO NEW CONSTRUCTION SECTION CALLOUT EXAMPLE: (�oo� DOOR TAG LETTER OR NUMBER 1 INDICATES SECTION 88' GYPSUM BOARD A88. ...t DEMOLITION PLAN LEGEND:f 3 EXISTING DOOR TO REMAINERZ?S /���,\\ �' ` u %'�' \\u DOOR TO BE REMOVED EXISTING CONSTRUCTION TO REMAIN J CONSTRUCTION TO BE REMOVED j/ STEELOR FER METALS ROUS NUMBER WHERE BATT INSULATION (((((((((((((((� BACSEALANTKER ROD AND SHEET SECTION IS DRAWN 1 DETAIL CALLOUT EXAMPLE: LETTER OR NUMBER INDICATES DETAIL j j i UMBER WHERE DIMENSION LUMBER SHEET DETAIL IS DRAWN ELEVATION CALLOUT EXAMPLE: LETTER OR NUMBER 1 INDICATES ELEVATION 88• WHERE SHEET NUMBER ELEVATION IS DRAWN SECTION, DETAIL, OR ELEVATION TITLE EXAMPLE: THE WORD "SECTION" MAY BE REPLACED WITH "ELEVATION" OR "DETAIL" SECTION 1 88:, NORTH ARROW EXAMPLE: NORTH ��� RECEIVED CITY OF TUKWILA NOV 09 2016 PERMIT CENTER SC RE 10080 no.I date 0 11/04/16 by JAL ckd JDB description ISSUED FOR BID 1 11/04/16 JAL JDB ISSUED FOR PERMIT BURNS LMSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 10/19/16 designed J. LOTT detailed J. LOTT checked J. BALLANTYNE r-;�- Cr v i _IANCE APP '.(. 6.!ES.) 7 2C11 z REGISTERED City c Tukwila BUILDINn�.!!SION TT tiWARD P' EFFER OF WASHIt TON FER EC• 0 3,',0 0 a Zayo Group Company ZAYO GROUP, LLC OLO - TUKWILA FACILITY 311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT ARCHITECTURAL LEGEND & ABBREVIATIONS project 91942 contract CONTRACT drawing rev. Scale For Microfilming E y 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 101 10 402 AI /NW 0 r 200 1 12'-0" 1 J 1 e PARTIAL DEMOLITION PLAN 0 4' 8' 16' 10'-4" SCALE IN FEET 12'-0" %fl SIM 43'-0" U ( 201 ) L —r T PARTIAL FLOOR PLAN 0 4' 8' 16' SCALE IN FEET A -r r I— i DEMOLITION PLAN KEYED NOTES: O O (4) REMOVE EXISTING STOREFRONT FRAMING AND DOOR. REMOVE AND REINSTALL EXISTING MULLION MOUNTED CARD READER AS INDICATED ON THE FLOOR PLAN. REMOVE AND SALVAGE EXISTING REQUEST TO EXIT DEVICE ABOVE. REMOVE AND REINSTALL EXISTING EXIT SIGN AS INDICATED ON THE FLOOR PLAN. REMOVE AND REINSTALL EXISTING SURFACE MOUNTED KNOX-BOX AS INDICATED ON THE FLOOR PLAN. GENERAL DEMOLITION PLAN NOTES: 1. EXISTING CONDITIONS SHOWN ON DRAWINGS ARE FOR INFORMATIONAL PURPOSES ONLY AND DO NOT SHOW ALL CONDITIONS THAT MAY AFFECT THE WORK OF THIS CONTRACT. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS. REFER TO ALL ARCHITECTURAL, PLUMBING, MECHANICAL, ELECTRICAL, AND STRUCTURAL DRAWINGS FOR ADDITIONAL DEMOLITION INFORMATION AND COORDINATION. 2. FIELD VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY WORK. ARCHITECT SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES DETRIMENTAL TO THE PROPER EXECUTION OF NEW CONSTRUCTION. 3. ALL DEMOLITION WORK SHALL COMPLY WITH APPLICABLE BUILDING CODE AND ALL APPLICABLE LOCAL, STATE, AND FEDERAL LAWS, ORDINANCES, AND REGULATIONS. 4. REMOVE EXISTING CONSTRUCTION TO THE EXTENT INDICATED ON THE DRAWINGS. PROTECT EXISTING CONSTRUCTION TO REMAIN FROM DAMAGE THROUGHOUT THE CONSTRUCTION. SHOULD ANY DAMAGE OCCUR TO ANY EXISTING CONSTRUCTION TO REMAIN, THE CONTRACTOR SHALL REPAIR THE DAMAGE TO THE SATISFACTION OF THE PROPERTY OWNER. 5. EXCEPT FOR ITEMS OR MATERIALS INDICATED TO BE REUSED, SALVAGED, REINSTALLED, OR OTHERWISE INDICATED TO REMAIN THE OWNER'S PROPERTY, DEMOLISHED MATERIALS SHALL BECOME THE CONTRACTOR'S PROPERTY. ALL DEMOLISHED MATERIALS SHALL BE LEGALLY DISPOSED OF PROMPTLY. DO NOT ALLOW DEMOLISHED MATERIALS TO ACCUMULATE ON SITE. NO BURNING IS ALLOWED. 6. EXISTING WALLS SHOWN GRAPHICALLY WITH HALFTONE SOLID LINES ARE TO REMAIN. PROTECT ALL EXISTING CONSTRUCTION TO REMAIN AND PREPARE SURFACES TO RECEIVE NEW CONSTRUCTION. FLOOR PLAN KEYED NOTES: CONCRETE AND CMU SCREEN WALL ENCLOSURE, REFERENCE STRUCTURAL DRAWINGS. CONCRETE STOOP, REFERENCE STRUCTURAL DRAWINGS. INSTALL NEW LOUVER, REFERENCE MECHANICAL DRAWINGS. INSTALL NEW LOUVERED GATE, REFERENCE MECHANICAL DRAWINGS. MECHANICAL CHILLER, REFERENCE MECHANICAL DRAWINGS. FUTURE MECHANICAL CHILLER, REFERENCE MECHANICAL DRAWINGS. WIRE MESH PARTITION ENCLOSURE WITH SWING DOOR. WIRE MESH PARTITION CEILING ABOVE AT 8'-3" ABOVE CONCRETE SLAB. REINSTALL EXISTING MULLION MOUNTED CARD READER. REINSTALL EXISTING WALL MOUNTED EXIT SIGN. REINSTALL EXISTING SURFACE MOUNTED KNOX-BOX. INSTALL NEW RECESSED KNOX-BOX, MODEL 3275. EXISTING CONCRETE WALK. NEW CONCRETE WALK, REFERENCE CIVIL DRAWINGS. 12'-0" WIDE X 8'-0" HIGH SLIDING WIRE MESH PARTITION DOOR. REMOVE PORTION OF EXISTING CONCRETE AND CMU SCREEN WALL AND ASSOCIATED LOUVERS AND GATE, REFERENCE STRUCTURAL DRAWING SD101 FOR EXTENTS. REMOVE PORTION OF EXISTING CONCRETE WALK, REFERENCE CIVIL DRAWINGS. REMOVE PORTION OF EXISTING GYPSUM BOARD, METAL STUD FRAMING TO REMAIN. REMOVE PORTION OF EXISTING CONCRETE SLAB -ON - GRADE, REFERENCE STRUCTURAL DRAWING SD101 FOR EXTENTS. CONSTRUCT TEMPORARY PARTITION TO ALLOW FOR DEMOLITION AND NEW CONSTRUCTION. no. date 0 11/04/16 by JAL ckd JDB description ISSUED FOR BID 1 11/04/16 JAL JDB ISSUED FOR PERMIT 7. WHEN UNANTICIPATED MECHANICAL, ELECTRICAL, OR STRUCTURAL ELEMENTS THAT CONFLICT WITH THE INTENDED FUNCTION OR DESIGN ARE ENCOUNTERED, DETERMINE THE NATURE AND EXTENT OF THE CONFLICT AND NOTIFY THE ARCHITECT IMMEDIATELY FOR RESOLUTION. 8. THIS DEMOLITION PLAN OUTLINES THE SCOPE OF THE WORK INVOLVED FOR THE DEMOLITION PHASE OF THIS PROJECT. THE CONTRACTOR SHALL ALSO REFER TO THE DRAWINGS FOR THE CONSTRUCTION OF THE NEW WORK FOR ADDITIONAL INFORMATION. 9. ALL WORK MUST BE COORDINATED WITH THE OWNER WITH REGARD TO SCHEDULE AND DISRUPTION OF BUSINESS OPERATIONS. 10. ALL FURNITURE WILL BE REMOVED OR RELOCATED BY THE OWNER AS NECESSARY PRIOR TO THE DEMOLITION WORK OF THIS PROJECT. 11. ALL DEMOLITION WORK SHALL BE COORDINATED WITH THE OTHER WORK OF THIS PROJECT AS OUTLINED IN THE DOCUMENTS. ANY DISCREPANCIES NOTED WHICH WILL IMPACT THE SCHEDULE FOR CONSTRUCTION OR HAVE AN EFFECT ON THE CONTINUED OPERATION OF BUSINESS AT THIS FACILITY SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT FOR RESOLUTION. 12. CARE SHOULD BE MADE TO KEEP DUST AND NOISE FROM DEMOLITION ACTIVITIES FROM THE OTHER PORTIONS OF THE BUILDING. ERECT AND MAINTAIN DUSTPROOF PARTITIONS. COVER AND PROTECT FURNITURE, FURNISHINGS, AND EQUIPMENT THAT HAVE NOT BEEN REMOVED. 13. PROVIDE TEMPORARY BARRICADES AND OTHER PROTECTION REQUIRED TO PREVENT INJURY TO PEOPLE AND DAMAGE TO ADJACENT BUILDING AREAS TO REMAIN. GENERAL FLOOR PLAN NOTES: 1. ALL DIMENSIONS ARE ACTUAL AND ARE TO FACE OF FINISHED WALL, FACE OF CONCRETE WALLS, FACE OF CMU WALLS, FACE OF FRAMES, OR CENTERLINE OF COLUMN, UNLESS NOTED OTHERWISE. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE BEGINNING WORK AND FABRICATION. THE ARCHITECT SHALL BE NOTIFIED IN WRITING IMMEDIATELY OF ANY DISCREPANCIES OR INCONSISTENCIES. IN NO CASE SHALL DIMENSIONS BE SCALED OFF PLANS, SECTIONS, OR DETAILS FROM THESE DRAWINGS. 3. FOR DIMENSIONS OR ADDITIONAL INFORMATION NOT ILLUSTRATED, REFER TO LARGER SCALE DRAWINGS. 4. SEE STRUCTURAL DRAWINGS FOR DIMENSIONS AND DETAILS OF NEW SCREEN WALL CONSTRUCTION. 5. DIMENSIONS FOR DOORS, WINDOW, AND LOUVER OPENINGS ARE SHOWN NOMINAL. ALLOW FOR 1/4 INCH SHIM AND SEALANT OF EXTERIOR FRAMES AT PERIMETER OF OPENING. APPLICABLE CODES: ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING CODES: 2015 INTERNATIONAL BUILDING CODE 2015 WASHINGTON STATE ENERGY CODE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN RECEIV CITY OF TU BURNS LMcDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 10/19/16 designed J. LOTT detailed J. LOTT checked J. BALLANTYNE REVIEINEE FOR CODE COMP JANCE APPRO.,, - NOV 0 9 20 6 ILk14 17 ?017 City of Tu cwila PERMIT CE TERMING GIN/1310N! ..41116,10080 410 411:TE SCO; REG L REGISTERED A ITECT WA D FEFFER WAS NGTON 11- --l'9 FER CT Znyo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT DEMOLITION & FLOOR PLANS project 91942 contract CONTRACT drawing A-10 19 rev. 1 sheets Scale For Microfilming 1 2 3 9 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY EXISTING GYPSUM BOARD ON METAL STUD FRAMING SHIMS W/ CONTINUOUS JOINT SEALANT EACH SIDE NEW GYPSUM WALL BOARD JAMB BEYOND EXISTING GYPSUM BOARD ON METAL STUD FRAMING EXISTING CONCRETE WALL PANELS u 4 1/2" DOOR SCHEDULE DOOR NUMBER DOOR FRAME ASSEMBLY RATING STC DETAIL (SEE SHEET A-201 UNO) HARDWARE SET REMARKS SIZE TYPE MATERIAL FINISH TYPE MATERIAL FINISH HEAD JAMB SILL WIDTH HEIGHT 100 3' - 6" 7' - 0" SF -IN ALUM FF 1 ALUM FF - - 8 7 5 1 200 3' - 0" 7' - 0" F HM -G PA 2 HM -G PA - - 4 2 1 2 201 3' - 0" 7' - 0" - - - - - - - - - - - 3 WIRE PARTITION DOOR EXISTING STUCCO SYSTEM ON SHEATHING EXISTING COLD -FORMED METAL FRAMING W/ BATT INSULATION ALUMINUM STOREFRONT FRAMING ALUMINUM STOREFRONT ENTRANCE JAMB BEYOND MATCH EXISTING STOREFRONT LOCATION SCALE IN INCHES SHIMS W/ CONTINUOUS JOINT SEALANT EACH SIDE ALUMINUM STOREFRONT FRAMING ALUMINUM STOREFRONT ENTRANCE LE IN INCHES MATCH EXISTING STOREFRONT LOCATION DOOR WIDTH PER SCHEDULE / • F FLUSH PANEL DOOR DOOR WIDTH PER SCHEDULE SF -IN INSULATED STOREFRONT ENTRANCE SCALE IN FEET N ti 2" LL w 0 w REINSTALL EXISTING MULLION MOUNTED CARD READER MATCH EXISTING 4 1/2" / -STOREFRONT LOCATION ALUMINUM STOREFRONT ENTRANCE THRESHOLD SET IN BED OF NON -CURING BUTYL SEALANT EXISTING CONCRETE SLAB -ON -GRADE NEW CONCRETE WALK, REFERENCE CIVIL SCALE IN INCHES EQ 5 3/4" EQ INTEGRAL COLOR SPLIT FACE CMU BOND BEAM, REFERENCE STRUCTURAL SHIMS W/ CONTINUOUS JOINT SEALANT EACH SIDE HOLLOW METAL DOOR FRAME, GROUT FULL JAMB BEYOND DOOR PER SCHEDULE SCALE IN INCHES SCALE IN FEET DOOR WIDTH PER SCHEDULE 2 2" DOOR AND FRAME LEGEND FINISH FF FACTORY FINISHED PA PAINT -ALKYD MATERIAL AL ALUMINUM HM -G GALVANIZED HOLLOW METAL WD WOOD GLAZING LEGEND: G1 INSULATED LOW E, TEMPERED (1") EQ SCALE IN INCHES 5 3/4" EQ SHIMS W/ CONTINUOUS JOINT SEALANT EACH SIDE HOLLOW METAL DOOR FRAME, GROUT FULL DOOR PER SCHEDULE POST -INSTALLED JAMB ANCHORS INTEGRAL COLOR SPLIT FACE CMU W/ CAST -IN- PLACE CONCRETE BELOW, REFERENCE STRUCTURAL HOLLOW METAL DOOR FRAME JAMB BEYOND DOOR PER SCHEDULE CONCRETE SLAB/WALK SCALE IN INCHES 1 RECEIVE REVIEW 'CODE APPet. CITY OF Ti UKP ILA JAN 1 no. date 1 by 0 11/04/16 JAL ckd JDB description ISSUED FOR BID 1 11/04/16 JAL JDB ISSUED FOR PERMIT BURNS SXMSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 10/19/16 designed J. LOTT detailed J. LOTT checked J. BALLANTYNE NOV 0 9 20 .6 PERMIT CETFQ,lty of JI�_DINC 10080 REGISTERED ARCH ECT 7iD FOR IPLIANICE 7 2017 tukwila D Vl iON a Zayo Group Company ZAYO GROUP, LLC COLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County SC.'� STATE EDWARD PF FFER F WASHINGTON CHILLER UPGRADE PROJECT DOOR SCHEDULE, ELEVATIONS, & DETAILS project 91942 contract CONTRACT drawing A-201.. rev. 1 SCOTT FFER REGIST LICE E 2 3 4 5 7 9 10 11 12 13 14 date by ckd 1 description 11/04/16 JAL 11/04/16 JDB ISSUED FOR BID ISSUED FOR PERMIT MATCH EXISTING 4 1/2" -STOREFRONT LOCATION ALUMINUM STOREFRONT FRAMING W/ GLAZING EXISTING GYPSUM BOARD ON METAL STUD FRAMING FIRE -RESISTANT -TREATED WOOD BLOCKING AS REQUIRED 6" COLD -FORMED METAL FRAMING W/ BATT INSULATION EXISTING STUCCO SYSTEM ON SHEATHING EXISTING COLD -FORMED METAL FRAMING W/ BATT INSULATION EXISTING CONCRETE PANEL JAMB BEYOND 5/8" GLASS -MAT FACED GYPSUM SHEATHING JAMB BEYOND THERMAL SILL FLASHING SHIMS W/ CONTINUOUS JOINT SEALANT EXISTING CONCRETE SLAB -ON -GRADE AND WALK 5/8" GYPSUM WALL BOARD, PAINT TO MATCH FINISH OF EXISTING GYPSUM WALL BOARD 3-5/8" METAL STUD FRAMING WALL BASE TO MATCH EXISTING EXISTING CONCRETE SLAB -ON -GRADE JOINT SEALANT STUCCO CASING BEAD STUCCO BASE AND FINISH COATS METAL LATH WATER-RESISTANT BARRIER SHEET FLUID -APPLIED MEMBRANE AIR BARRIER METAL WEEP SCREED PREFINISHED METAL FLASHING SET IN BED OF NON -CURING BUTYL SEALANT E SECTION DETAIL SECTION DETAIL SCALE IN INCHES SCALE IN INCHES Scale For Microfilming EXISTING CONCRETE WALL PANELS 5/8" GYPSUM WALL BOARD, PAINT TO MATCH FINISH OF EXISTING GYPSUM WALL BOARD 3-5/8" METAL STUD FRAMING WIRE MESH CEILING PANEL Ioo lx WOOD BLOCKING ALIGN SHIMS W/ CONTINUOUS JOINT SEALANT ALUMINUM STOREFRONT FRAMING ALUMINUM STOREFRONT ENTRANCE EXISTING GYPSUM BOARD ON METAL STUD FRAMING 6" COLD -FORMED METAL FRAMING W/ BATT INSULATION EXISTING CONCRETE WALL PANELS GALV STEEL CEILING BRACKET ANCHORED TO WALL 5/8" GLASS -MAT FACED GYPSUM SHEATHING STUCCO CASING BEAD JOINT SEALANT SECTION DETAIL SCALE IN INCHES STUCCO CASING BEAD METAL LATH STUCCO BASE AND FINISH COATS ALIGN FACE OF STUCCO \ W/ FACE OF EXISTING STUCCO ABOVE FLUID -APPLIED MEMBRA/ AIR BARRIER WATER-RESISTANT BARRIER SHEET BURNS SXMSDONNELL EXISTING CONCRETE WALL PANELS 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 EXPANSION JOINT COVER SET IN BED OF JOINT SEALANT EACH SIDE date 10/19/16 detailed J. LOTT COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY. INC INTEGRAL COLOR SPLIT FACE CMU WALL, REFERENCE STRUCTURAL RECEIVED CITY OF TUKWILA designed J. LOTT °�J\7.77. AOR .PL .NCL checked J. BALLANTYNE NOV 0 9 2016 GALV STEEL ANGLE ANCHORED TO WALL PLAN DETAIL 0 3" 1 i 2311 PERMIT CENTER SCALE IN INCHES WIRE MESH PARTITION POST W/ BASE PLATE to a Zap Group Company ZAYO GROUP, LLC zC Si LO - TUKWILA FACILITY Ciir of Tukwila 3311 SOUTH 120TH PLACE MALE ;NG DIVISIONUKWILA, WA 98168 King County 10080 CHILLER UPGRADE PROJECT WIRE MESH PARTITION PANEL REGISTERED ARCHI ECT BUILDING DETAILS WARD P•,FFER WASHIN TON project 91942 contract CONTRACT PLAN DETAIL drawing rev. 1 SCALE IN INCHES SCOTT E REGIST: LICE sheets Scale For Microfilming E co U 1 3 7 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, INC GENERAL NOTES / BASIS OF DESIGN: 1. GENERAL: A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE PROVISIONS AND REQUIREMENTS OF THE CONTRACT SPECIFICATIONS. B. SUBCONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN ON ALL OTHER DRAWINGS. C. SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM THE CONTRACT OR REFERENCE DRAWINGS PRIOR TO COMMENCING WITH WORK. SCALING OF WORKING DIMENSIONS FROM THE STRUCTURAL DRAWINGS IS PROHIBITED. D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY BRACING. SUBCONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE. VISITS TO THE SITE BY THE OWNER OR THE ENGINEER SHALL NOT RELIEVE THE SUBCONTRACTOR OF SUCH RESPONSIBILITY. E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR. WHERE SECTIONS VARY, SUBCONTRACTOR SHALL PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM, UNLESS NOTED OTHERWISE. F. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS' WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE. DESIGN STANDARDS: A. PRINCIPAL CODE OF RECORD: WASHINGTON STATE BUILDING CODE. B. INTERNATIONAL BUILDING CODE (IBC), 2015. C. ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2010. D. ACI 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014. E. ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, 2011. SPECIAL INSPECTIONS: A. REQUIRED IN ACCORDANCE WITH IBC 2015 SECTION 1704. SEE DRAWING S-002. DESIGN LOADS: A. OCCUPANCY CLASSIFICATION : CATEGORY IV. B. DEAD LOAD CONSISTING OF THE ESTIMATED ACTUAL WEIGHTS OF THE STRUCTURE, COVERINGS AND PERMANENT CONTENT, INCLUDING EQUIPMENT. C. LIVE LOADS: 60 PSF. D. EQUIPMENT LOADS: 1. CHILLER WEIGHT: 33.4 KIPS. 2. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 150 LBS. 3. IF EQUIPMENT FURNISHED IS HEAVIER THAN THE WEIGHTS INDICATED, OR REQUIRES STRUCTURAL CHANGES FOR ANY OTHER REASON, SUBCONTRACTOR SHALL PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL STRUCTURAL WORK NECESSARY TO SUPPORT ALL LOADS IN ACCORDANCE WITH THE DESIGN STANDARDS SPECIFIED ABOVE, AT NO ADDITIONAL COST TO THE OWNER AND WITH NO INCREASE IN CONTRACT TIME. E. SNOW LOAD: 1. GROUND SNOW LOAD: 25 PSF F. WIND LOAD: 1. BASIC WIND SPEED: 115 MPH (3 SECOND GUST). 2. IMPORTANCE FACTOR: a. MAIN WIND FORCE RESISTING SYSTEM: 1.0 b. WALL COMPONENTS & CLADDING: 1.0 3. EXPOSURE CATEGORY: C 4. BUILDING CONDITION: N/A 5. TOPOGRAPHIC FACTOR: 1.0 G. SEISMIC LOAD: 1. MAPPED SPECTRAL RESPONSE PARAMETERS: Ss = 1.513g, S1 = 0.568g. 2. DESIGN SPECTRAL ACCELERATION PARAMETERS Sds = 0.908g, Sd1 = 0.909g. 3. IMPORTANCE FACTOR: 1.5 4. SITE CLASS: E 5. SEISMIC DESIGN CATEGORY: D GEOTECHNICAL INFORMATION: A. SOURCE: PROFESSIONAL SERVICES INDUSTRIES, INC. 1. REPORT NO. 07121398 DATED SEPTEMBER 23, 2016. 2. EXCAVATION, FILL, AND BACKFILL SHALL BE IN ACCORDANCE WITH THE CONTRACT DRAWINGS AND SPECIFICATIONS. 3. SUBCONTRACTOR SHALL NOTIFY THE ENGINEER WHEN LOOSE OR SOFT SOILS ARE EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE TO BE PLACED SO THAT A DETERMINATION MAY BE MADE REGARDING IMPROVEMENT OF THIS POTENTIALLY UNDESIRABLE CONDITION. B. DRILLED SHAFTS: 1. DRILLED SHAFTS SHALL BE PROVIDED IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS, SECTION 316329. CONTRACTOR SHALL CONFORM TO ACI 336.1 AND 336.3, UNLESS NOTED OTHERWISE. 2. SEE SHEET S-501 FOR DRILLED SHAFT NOTES AND DETAILS. a. ALLOWABLE END BEARING PRESSURE IN DENSE SAND AT DEPTHS BETWEEN 40 FT AND 57 FT = 30,000 PSF. b. GEOTECH REPRESENTATIVE IS REQUIRED TO BE ON SITE TO DETERMINE PROPER DENSE SAND BEARING STRATA IS ACHIEVED IN ACCORDANCE WITH SPECIFICATIONS. C. FROST DEPTH: 1'-0" MATERIALS: SEE THE CONTRACT SPECIFICATIONS FOR COMPLETE REQUIREMENTS AND COMPLY WITH ALL APPLICABLE OSHA REGULATIONS: A. REINFORCED CONCRETE: SECTIONS 031000, 032000, 033000 1. REINFORCED CONCRETE SHALL BE PREPARED AND PLACED IN ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE. 2. CONCRETE a. UNLESS NOTED OTHERWISE: MINIMUM 28 -DAY COMPRESSIVE STRENGTH fc = 4000 PSI, NORMAL WEIGHT. 3. FORMWORK a. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL ADEQUACY, AND CONSTRUCTION OF ALL CONCRETE FORMWORK, SHORING AND TEMPORARY BRACINGS IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS. b. COORDINATE ALL CONCRETE WORK WITH THE PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED ITEMS INDICATED ON THE CONTRACT DRAWINGS OR IN THE CONTRACT SPECIFICATIONS. c. ALL NEW OR EXISTING PIPING OR UTILITIES PASSING THROUGH NEW CONCRETE SHALL BE SLEEVED 1/2" CLEAR ALL AROUND, UNLESS NOTED OTHERWISE. (SEE OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. SUBCONTRACTOR SHALL PROVIDE MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF DEBRIS AND WATER DURING CONSTRUCTION.) d. PROVIDE 3/4" CHAMFER STRIPS ON ALL EDGES OF EXPOSED CONCRETE, UNLESS NOTED OTHERWISE. 4. REINFORCING STEEL a. BARS: ASTM A615 GRADE 60. b. ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY MARKED "NOT REINFORCED" OR "UNREINFORCED". c. SUBCONTRACTOR SHALL DETAIL AND PLACE ALL REINFORCEMENT IN ACCORDANCE WITH ACI SP -66, ACI 301, ACI 318, AND CRSI MANUAL OF STANDARD PRACTICE. B. d. MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: (1) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3". (2) CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #11 BARS - 2"; #5 AND SMALLER BARS -1 1/2". CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND: SLABS AND WALLS - 3/4"; BEAMS AND COLUMNS, PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS - 1 1/2". e. UNLESS NOTED OTHERWISE, REFER TO DRAWING S-004 FOR EMBEDMENT AND LAP SPLICE LENGTHS FOR ALL REINFORCING STEEL BARS. g. PROVIDE ADDITIONAL #5x5'-0" TOP AND BOTTOM BARS AT ALL SLAB RE-ENTRANT CORNERS. 5. JOINTS a. LOCATE ALL CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER JOINTS AS INDICATED OR SPECIFIED, OR OTHERWISE APPROVED BY THE ENGINEER. b. SURFACES OF ALL HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS SHALL BE CLEANED OF LAITANCE AND SHALL EXPOSE CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX. JUST PRIOR TO DEPOSITING CONCRETE, SURFACE OF CONSTRUCTION JOINT SHALL BE THOROUGHLY CLEANED AND WETTED. c. THESE PROVISIONS SHALL ALSO APPLY WHEN NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE. IN ADDITION, EXISTING CONCRETE SURFACE SHALL BE ADEQUATELY PREPARED BY APPLICATION OF A BONDING AGENT. d. PROVIDE WATERSTOPS AT CONCRETE JOINTS WHERE INDICATED ON THE CONTRACT DRAWINGS. REINFORCED MASONRY: SECTION 042000 1. REINFORCED MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI/ASCE/TMS CODE. 2. SEE DRAWING S003 FOR MASONRY NOTES AND DETAILS. (3) ABBREVIATIONS AA AB ABT ACI AISI ADH AGGR AISC AL ALTN ANSI - ALUMINUM ASSOCIATION - ANCHOR BOLT - ABOUT - AMERICAN CONCRETE INSTITUTE AMERICAN IRON AND STEEL INSTITUTE ADHESIVE AGGREGATE AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALUMINUM ALTERNATE AMERICAN NATIONAL STANDARD INSTITUTE APPROXIMATE ANCHOR ARCHITECT AMERICAN SOCIETY FOR TESTING OF MATERIALS AMERICAN WELDING SOCIETY - BEAM - BEARING - BOTTOM OF STEEL - BETWEEN - BOLT CIRCLE - BOTTOM - BRACKET - BUILDING APPROX AHR ARCH ASTM AWS BM BRG BOS BETW BC BOT BRKT BLDG CAP CL C/C CF CHKR CIR CJ CLR CLJ CMU CO CONC CONT CONTR- COL CONN COR COORD- CRSI - CTR CY DBL DET DIAG DIA DIM DK DL DWL DN DWG CAPACITY CENTER LINE CENTER TO CENTER CUBIC FEET CHECKER CIRCLE CONSTRUCTION JOINT CLEAR CONTROL JOINT CONCRETE MASONRY UNIT CONCRETE OPENING CONCRETE CONTINUOUS CONTRACT COLUMN CONNECTION CORNER COORDINATE CONCRETE REINFORCING STEEL INSTITUTE CENTER CUBIC YARD - DOUBLE - DETAIL - DIAGONAL - DIAMETER - DIMENSION - DECKING - DEAD LOAD - DOWEL - DOWN - DRAWING E EA EF EW EL - ELEC - EJ ELEV EMBED EQ - EQUIV- EQ SP- EQUIP - ED EXIST - EXP - EXT - FAB - FD - FF - FS - FT - FNSH - FL - FLG FDN FUT GR GA - GALV - GRTG - HEX H - HR - HPT - HORIZ- HS - IBC ID IF INTR INV JT KB KPL KSI EAST EACH EACH FACE EACH WAY ELEVATION ELECTRICAL EXPANSION JOINT ELEVATOR EMBEDMENT EQUAL EQUIVALENT EQUALLY SPACED EQUIPMENT EQUIPMENT DRAIN EXISTING EXPANSION EXTERIOR FABRICATE FLOOR DRAIN FAR FACE FAR SIDE FEET FINISH FLOOR FLANGE FOUNDATION FUTURE GRADE GAGE GALVANIZE GRATING HEXAGON HIGH HANDRAIL HIGH POINT HORIZONTAL HIGH STRENGTH INTERNATIONAL BUILDING CODE INSIDE DIAMETER INSIDE FACE INTERIOR INVERT JOINT KNEE BRACE KICK PLATE KIPS PER SQUARE INCH LAD LADDER LB POUND L LONG LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV - LONG LEG VERTICAL LONG - LONGITUDINAL LPT - LOW POINT LNTL - LINTEL LS - LAP SPLICE MATL - MATERIAL MAX - MAXIMUM MECH - MECHANICAL MEZZ- MEZZANINE MFR - MANUFACTURER MH - MANHOLE MIN - MINIMUM MISC - MISCELLANEOUS MK - MARK N - NORTH NA - NOT APPLICABLE NE - NORTHEAST NF NEAR FACE NOM - NOMINAL NW - NORTHWEST NIC - NOT IN CONTRACT NTS - NOT TO SCALE NO - NUMBER NS - NEAR SIDE OC - ON CENTER OD - OUTSIDE DIAMETER OF - OUTSIDE FACE OPNG- OPENING OPP - OPPOSITE OSHA- OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION OZ - OUNCE PED - PEDESTAL PERP- PERPENDICULAR PL - PLATE PREFAB PREFABRICATED PSI - POUNDS PER SQUARE INCH PSF - POUNDS PER SQUARE FOOT PJNT - PROJECTION PVC POLYVINYL CHLORIDE R RAD RD - REF - REINF - REQD - REV - RM - S - SCHED SE - SECT - SH - SIM - SLP - SLV - SP - SPEC - SQ - SST - STD - STL - STIF - STIR - STR _ STRL - STRUC- SW - SYMM - TEMP - THK - THRU - THD - TOB - TOC - TOG - TOS - T&B - TRD - TYP - UBC UNO VAR VERT W - W - W/ - W/O - WP - WT- WWF - WD - RISER RADIUS ROOF DRAIN REFERENCE REINFORCE REQUIRED REVISION ROOM SOUTH SCHEDULE SOUTHEAST SECTION SHEET SIMILAR SLOPE SLEEVE SPACE SPECIFICATION SQUARE STAINLESS STEEL STANDARD STEEL STIFFENER STIRRUP STRAIGHT STRUCTURAL STRUCTURE SOUTHWEST SYMMETRICAL TEMPORARY THICK THROUGH THREAD TOP OF BOLT TOP OF CONCRETE TOP OF GRATING TOP OF STEEL TOP & BOTTOM TREAD TYPICAL UNIFORM BUILDING CODE UNLESS NOTED OTHERWISE VARIES VERTICAL WEST WIDE WITH WITHOUT WORK POINT WEIGHT WELDED WIRE FABRIC WIDTH ELEVATION CALLOUT EXAMPLE SECTION CALLOUT EXAMPLE SECTION DETAIL CALLOUT EXAMPLE THE WORD "SECTION" MAY BE REPLACED WITH "ELEVATION" OR "DETAIL" SECTION, DETAIL, OR ELEVATION TITLE EXAMPLE ONE OR TWO CHARACTER DISCIPLINE DESIGNATOR (MAY NOT BE PRESENT IF CALLOUT AND TITLE ARE ON DRAWINGS WITHIN THE SAME DISCIPLINE) LETTER OR NUMBER DESIGNATOR DRAWING SEQUENCE NUMBER INDICATES WHERE TITLE IS LOCATED (MAY NOT BE PRESENT IF CALLOUT AND TITLE ARE ON THE SAME DRAWING) SECTION, DETAIL, AND ELEVATION SYMBOL IDENTIFIERS SECTION, DETAIL, AND ELEVATION IDENTIFICATION SYSTEM RECEIVED CITY OF TUKW NOV 0 9 2016 PERMIT CENT no. date by ckd description 11/04/16 MWH ISSUED FOR BID ISSUED FOR PERMIT BURNS ‘\MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 AREVIEV ED FOR CODE CC ,ai,u„fr l A s�� P JAS '7 2g1 z 3 City Et Tul,NA s1a UII_Dlt C D1\11SiON detailed T. ERICKSEN checked B. BRETTMANN to a Zayo Group Company ZAYO GROUP, LLC OLO - TUKWILA FACILITY 11 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT GENERAL NOTES, ABBREVIATIONS AND LEGENDS project 91942 drawing contract CONTRACT rev. 1 BA STRU E Scale For Microfilming 1 2 4 10 12 13 14 U z COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, NOTES: 1 STATEMENT OF SPECIAL INSPECTIONS. A. THE "STATEMENT OF SPECIAL INSPECTIONS" HAS BEEN PREPARED IN ACCORDANCE WITH IBC 2015, SECTION 1704 AND 1705. B. THE CONTRACTOR SHALL EMPLOY ONE OR MORE PRE - COORDINATED AND OWNER AND ENGINEER APPROVED SPECIAL INSPECTOR(S) TO PROVIDE "SPECIAL INSPECTIONS" DURING CONSTRUCTION. C. THE SPECIAL INSPECTOR SHALL BE QUALIFIED PER IBC 2015 SECTION 1704.2.1. D. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT INSPECTION REPORTS TO THE ENGINEER DURING CONSTRUCTION FOR VERIFICATION INCLUDING FINAL REPORTS IN ACCORDANCE WITH IBC SECTION 1704.2.4. E. THE SPECIAL INSPECTOR SHALL USE THE LATEST ISSUE OF THE STRUCTURAL DRAWINGS FOR THE INSPECTION OF THIS STRUCTURE. SHOP FABRICATION DRAWINGS SHALL NOT BE USED FOR INSPECTION PURPOSES. F. THE "YES" COLUMN IN THE FOLLOWING TABLES IDENTIFY THE MATERIALS, SYSTEMS, AND COMPONENTS, WHICH ARE TO HAVE SPECIAL INSPECTION PER IBC 2015 SECTION 1705. REQUIRED VERIFICATION AND INSPECTION. A. REFER TO IBC 2015 SECTION 1705. B. CONCRETE CONSTRUCTION: SPECIAL INSPECTIONS AND VERIFICATIONS FOR CONCRETE CONSTRUCTION SHALL BE AS REQUIRED BY THIS SECTION AND TABLE 1705.3. 1. MATERIALS: IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF CONFORMANCE TO QUALITY STANDARDS FOR MATERIALS IN CHAPTER 3 OF ACI 318, THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE WITH THE APPROPRIATE STANDARDS AND CRITERIA FOR THE MATERIAL IN CHAPTER 3 OF ACI 318. WELDABILITY OF REINFORCEMENT, EXCEPT THAT WHICH CONFORMS TO ASTM A 706, SHALL BE DETERMINED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 3.5.2 OF ACI 318. 2. CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION OF POST -INSTALLED ADHESIVE ANCHORS. THE ENGINEER OF RECORD SHALL DETERMINE THE PROOF LOAD TO BE USED FOR FIELD TESTING AND SHALL INDICATE ON THE DRAWINGS WHICH ANCHORS ARE CONSIDERED CRITICAL FOR TESTING. C. MASONRY CONSTRUCTION: SHALL BE INSPECTED AND VERIFIED IN ACCORDANCE WITH TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ASCE 6 QUALITY ASSURANCE PROGRAM REQUIREMENTS. D. SOILS: SPECIAL INSPECTIONS FOR EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT AND LOAD-BEARING REQUIREMENTS SHALL BE AS REQUIRED BY THIS SECTION AND TABLE 1705.6. THE APPROVED GEOTECHNICAL REPORT, AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE. DURING FILL PLACEMENT, THE SPECIAL INSPECTOR SHALL DETERMINE THAT PROPER MATERIALS AND PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT. E. DRIVEN DEEP FOUNDATIONS: N/A. F. CAST -IN-PLACE DEEP FOUNDATION: SPECIAL INSPECTIONS SHALL BE PERFORMED DURING INSTALLATION AND TESTING OF CAST -IN- PLACE DEEP FOUNDATION ELEMENTS AS REQUIRED BY TABLE 1705.8. THE APPROVED GEOTECHNICAL REPORT, AND CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFFESIONALS, SHALL BE USED TO DETERMINE COMPLIANCE. STRUCTURAL OBSERVATIONS: A. WHERE REQUIRED BY THE PROVISIONS OF IBC SECTION 1704.6, THE CONTRACTOR SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS AS DEFINED IN IBC SECTION 1702. 1. STRUCTURAL OBSERVATIONS FOR SEISMIC RESISTANCE: N/A. 2. STRUCTURAL OBSERVATIONS FOR WIND RESISTANCE: N/A. B. SPECIAL INSPECTOR OF RECORD: N/A 1. DUTIES OF SPECIAL INSPECTOR OF RECORD: N/A. 2. FINAL INSPECTION REPORT: N/A. C. TABLE 1 IDENTIFIES THE STRUCTURAL TESTS REQUIRED FOR THIS PROJECT. TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION FREQUENCY OF INSPECTION REFERENCED STANDARD' REFERENCE YES NO N/A CONTINUOUS PERIODIC 1. INSPECTION OF REINFORCING STEEL, INCLUDINGACI PRESTRESSING TENDONS, AND VERIFY PLACEMENT -- X 318: CH. 20, 25.2, 25.3, 26.5.1 - 26.5.3 1908.4 X X ASTM C39 2. REINFORCING BAR WELDING: 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. __ AWS D1.4 ACI 318: 26.5.4 __ _. X X a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A 706; -- X b. INSPECT SINGLE -PASS FILLET WELDS, MAX 5/16"; -- X c. INSPECT ALL OTHER WELDS X -- 3. INSPECT ANCHORS CAST IN CONCRETE -- X ACI 318: 17.8.2 -- X 4. INSPECTION OF ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERSb a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS. b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a. X -- ACI 318: 17.8.2.4 -- X b. PRISM COMPRESSION TESTS (PRISM TEST METHOD) 5. VERIFYING USE OF REQUIRED DESIGN MIX -- X ACI 318: Ch. 19, 26.4.3, 26.4.4 1904.1,1904.2, 1908.2, 1908.3 X X 3. POST -INSTALLED CONCRETE ANCHORS ** 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X -- ASTM C 172 ASTM C 31 ACI 318: 26.4.5, 26.12 1908.10 X ICC -ES -AC 193 -- 7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES X -- ACI 318: 26.4.5 1908.6, 1908.7, 1908.8 x ICC -ES -AC 193 -- 8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES __ X ACI 318: 26.4.7 - 26.4.9 1908.9 X 9. INSPECTION OF PRESTRESSED CONCRETE a. APPLICATION OF PRESTRESSING FORCES X -- ACI 318: 26.9.2.1 -- X b. GROUTING OF BONDED PRESTRESSING TENDONS X -- ACI 318: 26.9.2.3 -- X 10.INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. IN MI X ACI 318: Ch. 26.8 -- X 11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST -TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. __ X ACI 318: 26.10.2 -- X 12.INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED __ X ACI 318: 26.10.1 (b) -- X a. b. WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318 OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK. TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS VERIFICATION AND INSPECTION CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED YES NO N/A 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY _ x X X 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. __ X X ASTM C39 1905 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. __ X X _. X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X -- X c. PRECONSTRUCTION TESTING OF SHOTCRETE 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE, AND VERIFY THAT THE SITE HAS BEEN PREPARED PROPERLY __ X X TABLE 1705.8 REQUIRED VERIFICATION AND INSPECTION OF CAST -IN-PLACE DEEP FOUNDATION ELEMENTS VERIFICATION AND INSPECTION CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED YES NO N/A 1. INSPECT DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT X -- X 2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK (IF APPLICABLE) AND ADEQUATE END BEARING STRATA CAPACITY. RECORD CONCRETE OR GROUT VOLUMES X -- X ASTM C39 1905 3. FOR CONCRETE ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH SECTION 1705.3 -- __ X _. X TABLE 1 SUMMARY OF REQUIRED STRUCTURAL TESTS TEST FREQUENCY OF INSPECTION REFERENCED STANDARDa IBC REFERENCE YES NO N/A CONTINUOUS I PERIODIC 1. CONCRETE a. CYLINDER COMPRESSION TESTING -- X ASTM C39 1905 X b. FLEXURAL TEST & SHRINKAGE TEST _. X ASTM C78 & C157 MODIFIED BY ACI 364.3R __ X c. PRECONSTRUCTION TESTING OF SHOTCRETE -- X -- -- X 2. MASONRY a. HOLLOW UNIT BLOCK COMPRESSION TEST (UNIT STRENGTH METHOD) __ X ASTM C90 2105 X b. PRISM COMPRESSION TESTS (PRISM TEST METHOD) -- X ASTM C1314 2105 X 3. POST -INSTALLED CONCRETE ANCHORS ** a. EXPANSION ANCHORS -- X ICC -ES -AC 193 -- X b. ADHESIVE ANCHORS X -- ICC -ES -AC 193 -- X ** WHEN DIRECTED BY THE ENGINEER TO PROVIDE POST -INSTALLED ANCHORAGES THE FOLLOWING GUIDELINES SHALL BE FOLLOWED: 1. THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE INITIALLY DURING ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, ADHESIVE IDENTIFICATION AND EXPIRATION DATE, HOLE DIMENISONS, HOLE CLEANING PROCEDURES, ANCHOR SPACING, EDGE DISTANCES, CONCRETE THICKNESS, ANCHOR EMBEDMENT, TIGHTENING TORQUE AND ADHERENCE TO THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. 2. THE SPECIAL INSPECTOR MUST VERIFY THE INITIAL INSTALLATIONS OF EACH TYPE AND SIZE OF ADHESIVE ANDHOR BY CONSTRUCTION PERSONNEL ON SITE. SUBSEQUENT INSTALLATIONS OF THE SAME ANCHOR TYPE AND SIZE BY THE SAME CONSTRUCTION PERSONNEL ARE PERMITTED TO BE PERFORMED IN THE ABSENCE OF THE SPECIAL INSPECTOR. ANY CHANGE IN THE ANCHOR PRODUCT BEING INSTALLED OR THE PERSONNEL PERFORMING THE INSTALLATION REQUIRES AN INITIAL INSPECTION. FOR ONGOING INSTALLATIONS OVER AN EXTENDED PERIOD, THE SPECIAL INSPECTOR MUST MAKE REGULAR INSPECTIONS TO CONFIRM CORRECT HANDLING AND INSTALLATION OF THE PRODUCT. 3. CONTINUOUS SPECIAL INSPECTIONS OF ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS SHALL BE PERFORMED IN ACCORDANCE WITH ACI 318 D.9.2.4. RECEIVE CITY OF TUK NOV 0 9 201 PERMIT CEN EVIEW1 OE CON APPR JAN 1 ER no. date 1 by 1 ckd description 0 11/04/16 MWH BBB ISSUED FOR BID 1 11/04/16 MWH BBB ISSUED FOR PERMIT � BURNS •XMSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN D FOR . I_I , NCE 2511 City of :"uk\Afiia BUILDING DiViSION olo a Zap Group Company ZAYO GROUP, LLC COLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT SPECIAL INSPECTIONS project 91942 drawing contract CONTRACT rev. 1 sheets Scale For Microfilming 1 2 3 4 5 8 10 11 12 13 14 CONCRETE MASONRY UNIT (CMU) NOTES: A. GENERAL 1. ENGINEERED MASONRY IS DESIGNED IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530/ ASCE 5/ TMS 402). 2. UNITS: ASTM C90, TYPE II NORMAL WEIGHT EXCEPT OVEN -DRY WEIGHT SHALL NOT BE LESS THAN 119 PCF. COMPRESIVE STRENGTH = 1900 PSI MINIMUM MORTAR: ASTM C270 TYPE S = 1800 PSI ASSEMBLY/PRISM MINIMUM COMPRESSIVE STRENGTH, fm = 1500 PSI GROUT: ASTM C476, MINIMUM COMPRESSIVE STRENGTH = 2000 PSI REINFORCING STEEL BARS: Fy = 60,000 PSI 3. FULLY GROUT ALL CELLS CONTAINING REINFORCING STEEL OR ANCHORS. 4. CONSOLIDATE GROUT IN ASSEMBLED WALLS. 5. USE FULL CONTACT LAP SPLICES FOR REINFORCING STEEL IN CMU WALLS AS FOLLOWS: #4 BARS: MINIMUM 24 INCHES #5 BARS: MINIMUM 30 INCHES #6 BARS: MINIMUM 36 INCHES 6. USE RUNNING BOND PATTERN, UNLESS INDICATED OTHERWISE 7. PROVIDE SUPPORT AT THE TOP OF WALLS, UNLESS INDICATED OTHERWISE. SEE NOTE E. B. VERTICAL REINFORCING 1. UNLESS NOTED OTHERWISE ON DRAWINGS, PROVIDE (2) #5 VERTICAL CENTERED IN THE WALL AT THE FOLLOWING SPACING: @ 32" OC. U z COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY 2. PROVIDE AN ADDITIONAL VERTICAL REINFORCEMENT AT EACH SIDE OF CONTROL JOINTS, AT INTERSECTION OF EXTERIOR WALLS, AND AT EACH SIDE OF ALL MASONRY OPENINGS GREATER THAN 10" IN WIDTH. IN OPENINGS MORE THAN 24" PROVIDE ADDITIONAL VERTICAL REINFORCEMENT IN TWO ADJACENT CELLS ON EACH SIDE OF THE OPENING. ADDED VERTICAL REINFORCEMENT SHALL BE CONTINUOUS FOR THE FULL HEIGHT OF WALL UNO. SEE ADD BAR DETAIL ON THIS DWG. 3. PROVIDE FOUNDATION DOWEL SAME SIZE AND LOCATION AS VERTICAL BARS IN THE WALL ABOVE. SHALL BE LOCATED AT EACH VERTICAL WALL REINFORCEMENT AND SHALL EXTEND A MINIMUM OF 18" INTO THE CONCRETE FOUNDATION WALL. AT THICKENED SLABS, EXTEND DOWELS TO WITHIN 2" OF THE BOTTOM OF SLAB AND PROVIDE A STANDARD 90° HOOK. 4. EXTEND ALL VERTICAL BARS FROM THE BOTTOM COURSE THROUGH THE TOP MOST BOND BEAM. VERT REINF FILL CELLS W/ GROUT *FT"— wir., ----- CMU WALL CONT JOINT REINF AT 1'-4" OC VERT TYPICAL CMU WALL CORNER DETAIL NTS VERT WALL REINF (TYP) LAP • IMPRIV '1.11P0 ►� !:.ki 41P4 dirAk STD 90° HOOK CMU WALL BOND BEAM REINFORCEMENT TYPICAL CMU WALL CORNER DETAIL AT BOND BEAMS NTS C. HORIZONTAL REINFORCING 1. CONSTRUCT BOND BEAMS USING (2) #5 HORIZONTAL UNO. 2. PROVIDE BOND BEAMS AT 4'-0" MAX VERTICAL SPACING WHERE NOT INDICATED ON DRAWING, OR AT OTHER ELEVATIONS AS INDICATED. 3. LOCATE BOND BEAMS AT THE BOTTOM -MOST COURSE AND THE TOP -MOST OR AT THE SECOND FROM TOP -MOST COURSE AS PRACTICAL. 4. PROVIDE BOND BEAM BELOW ALL MASONRY OPENINGS AND EXTEND A MINIMUM OF 16" BEYOND EACH SIDE OF OPENING. DISCONTINUE BOND BEAM REINFORCEMENT AT WALL CONTROL JOINTS EXCEPT AT ELEVATED FLOOR AND ROOF LEVELS. 6. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT EVERY OTHER COURSE OR A MAXIMUM 16" SPACING. BEGIN JOINT REINFORCING AT THE TOP OF SECOND BLOCK COURSE ABOVE FLOOR SLAB. 7. DISCONTINUE HORIZONTAL JOINT REINFORCEMENT AT CONTROL JOINTS. D. CONTROL JOINT 1. USE PREMOLDED CONTROL JOINT KEY INSERTS WITH SASH BLOCK; 2. LOCATE CONTROL JOINT WHERE INDICATED; OR WHEN NOT INDICATED AS LISTED BELOW: a. LOCATE APPROXIMATELY 1/2 THE WALL HEIGHT FROM WALL INTERSECTIONS. LOCATE AT SPACING NOT GREATER THAN 24'-0" IN INTERIOR WALLS; 15'-0" IN EXTERIOR WALLS. b AVOID CREATING SLIP PLANES AT DOOR OR WINDOW LOCATIONS. LOCATE ABOVE EXPANSION AND CONTROL JOINTS IN SUPPORTING CONCRETE FLOOR, BEAMS, OR WALLS. E. LINTELS: 1. VERT WALL REINF IN GROUTED CELL (TYP) EA FACE PER S112 (FOR SINGLE REINF WALL, CENTER BAR IN CELL) N N CMU WALL PROVIDE MASONRY LINTELS ABOVE OPENINGS IN MASONRY WALLS AS REQUIRED. SEE DETAILS ON THIS DRAWING. -------- & ------ CMU WALL ,A WAW: WAWA AWA CONT JOINT REINF AT 1'-4" OC VERT TYPICAL CMU WALL REINFORCING NTS CONT JOINT REINFORCING AT 1'-4" OC VERT DISCONTINUE AT CONTROL JOINT VERT REINF FILL CELL W/ GROUT S/ Ivor ono 4�Mllk•Cal•,,PXII1Cnl 1101,70,M10.11•11. PREMOLDED CONTROL JOINT KEY INSERT CMU WALL posit CONTROL JOINT (PROVIDE JOINT SEALANT EA SIDE) TYPICAL CONTROL JOINT DETAIL NTS VERT REBAR FILL CELLS W/ GROUT eircZaitifflinta :4711.,A1 .41.61 k %711iFIIIMMia PREMOLDED CONTROL JOINT KEY INSERT DISCONTINUE BOND BEAM REINFORCEMENT AT CONTROL JOINT SEE NOTE C.5 TYPICAL CONTROL JOINT DETAIL AT BOND BEAMS NTS WALL CONTROL JOINT T.O. WALL ,ilii '1111_//1 LINTEL I ' 11 DOWEL (TYP) SEE NOTE B.3 X111111////2///1/1/1//1/1//1/1/1//i�-�'//f11 / /(//// /t/ / ...# / FULL HEIGHT VERTICAL REINFORCING AT BEARING OF LINTEL (TYP) PROVIDE TWO VERT BAR FOR LINTEL L-1 BOND BEAM W/(2)#5 HORIZONTAL REINF TYPICAL CMU WALL ELEVATION FLOOR CONTINUOUS WIRE REINFORCING @ 1'-4" O.C. VERT SEE NOTE C.6 TYPICAL VERTICAL REINFORCING FILL CELLS W/ GROUT SEE NOTE B.1 COURSES HIGH VERTICAL REINF. AS REQ'D. FILL WITH GROUT CMU LINTEL W/ (2) #5 METAL LATH SCREEN TYPICAL BOND BEAM 10" VERTICAL REINF. AS REQ'D. FILL WITH GROUT CMU LINTEL W/ (2) #5 ALTERNATING 2" HOOK DIRECTION NOTE: TYPICAL FOR MASONRY OPENINGS GREATER THAN 4'-0" TO 10'-0" WIDE. PROVIDE 16" BEARING AT EACH END. LINTEL L-1 RECEIVE CITY OF TUK NOV 0 9 201 PERMIT CEN no. date 0 11/04/16 by MWH ckd BBB description ISSUED FOR BID 1 11/04/16 MWH BBB ISSUED FOR PERMIT A B C E BURNS +MSD N O NELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN REVIEWl D FOR (LADE CON PLJANCE AP p Rr ESO JAPE 1,. ER City of BUILDING BARIE STRUCTU PE 'ukwila DIV S ON to Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT TYPICAL MASONRY DETAILS project 91942 drawing contract CONTRACT S-003 rev. 1 she sheets F G H J E Scale For Microfilming 1 2 3 4 5 6 7 8 10 11 12 13 14 H z w J DEVELOPMENT LENGTHS HOOKED BARS (fc = 4000psi) BARLENGTH SIZE OR MIN EMBEDMENT #3 8" #4 10" #5 1'-0" #6 1'-3" #7 1'-5" #8 1'-7" #9 1,-10" #10 2'-1" #11 2'-3" CRITICAL SECTION zOQO m--zmz g` =a= NI— —f ctch'rn O0�z z w -J 12X DIA OF BAR RADIUS OF HOOK: 4x DIA OF BAR - #3 TO #8 BARS 5x DIA OF BAR - #9 TO #11 BARS MINIMUM TENSION DEVELOPMENT AND LAP SPLICE LENGTI- (fc=4000psi) BAR SIZE DEVELOPMENT LENGTH LAP SPLICE LENGTH OTHER TOP OTHER TOP #3 1'-3" 1'-7" 1'-7" 2'-0" #4 1'-7" 2'-1" 2'-1" 2'-8" #5 2'-0" 2'-7" 2'-7" 3'-4" #6 2'-5" 3'-1" 3'-1" 4'-0" #7 3'-6" 4'-6" 4'-6" 5'-10" #8 4'-0" 5'-2" 5'-2" 6'-8" #9 4'-6" 5'-10" 5'-10" 7'-7" #10 5'-1" 6'-7" 6'-7" 8'-6" #11 5'-7" 7'-3" 7'-3" 9'-5" 6" CONCRETE SLAB W/ #4 @ 12" OC EACH WAY CENTERED IN THE SLAB THICKNESS 6" OF CRUSHED AGGREGATE 1% SLOPE MAX N -iii—i1i- 1=111E1 r=1 1 COMPACTED STRUCTURAL FILL #4 @ 12" OC, EACH WAY 4'-0" TYPICAL STOOP SECTION TYPICAL REINFORCING NOTES: 1. REINFORCING BAR DEVELOPMENT AND LAP SPLICE LENGTHS SHALL BE AS SHOWN IN THESE TABLES UNLESS NOTED OTHERWISE ON THE DRAWINGS. 2. THE LENGTHS SHOWN IN THE TABLES ARE BASED ON THE FOLLOWING CONCRETE COVERAGE AND REINFORCING C -C SPACING: BEAMS OR COLUMNS: COVER >_ 1.0bd (BAR DIAMETER) CENTER TO CENTER (C -C) SPACING >_ 2.0bd ALL OTHERS: COVER >_ 1.0bd CENTER TO CENTER SPACING> 3.0 bd 3. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE. 4. THE DEVELOPMENT AND SPLICE LENGTHS SHOWN SHALL NOT APPLY IF ANY OF THE FOLLOWING CONDITIONS OCCUR: A) fc < 4000 psi B) fy > 60,000 psi C) THE COVER OR C -C BAR SPACING IS NOT AS LISTED ABOVE. D) THE REINFORCING STEEL IS EPDXY COATED. E) LIGHT WEIGHT CONCRETE IS USED. 5. WHERE BAR SPLICES ARE STAGGERED SUCH THAT ONE-HALF OR LESS OF TOTAL REINFORCEMENT IS SPLICED WITHIN REQUIRED LAP LENGTH. SPLICE LENGTH MAY EQUAL DEVELOPMENT LENGTH. 6. CENTER TO CENTER SPACING(S) IS DEFINED AS BELOW: 1— Lu w zo 2w 2 w "S" 0 00 0 a.O J J o_ - MAIN REINF 0 - LAPPED REINF HOOKED BAR DETAIL 1 III I— U) 0 — coO z DETAIL 2 DEVELOPMENT LENGTH NOTES: 1. WHERE DWGS ARE DETAILED SIMILIAR TO DETAIL 2, EXTEND THE EMBEDMENT LENGTH SUCH THAT THE HOOKED BAR CONTACTS THE LAYER OF MAIN REINFORCING SHOWN. 2. EMBEDMENT LENGTHS IN CHART ARE TYPICAL EXCEPT AS NOTED IN DETAIL 2, OR AS INDICATED ON DRAWINGS. TYPICAL REINFORCING DEVELOPMENT AND SPLICES CJ -1 SLAB PER PLAN 3"MAX w }T/SLAB \•: 1 2 3 4 6 9 10 11 12 13 14 KEYED NOTES: FOUNDATION AND SLAB TO BE REMOVED SLAB TO REMAIN no. date 1 by EXISTING CHILLERS TO BE REMOVED. 11/04/16 MWH 11/04/16 ckd BBB description ISSUED FOR BID ISSUED FOR PERMIT EXISTING MASONRY AND CONCRETE WALL WITH PILASTERS TO BE DEMOLISHED. EXISTING HOUSEKEEPING PAD AND MAT FOUNDATION TO BE DEMOLISHED. TIMBER PILES BELOW MAT FOUNDATION TO BE CUT OFF 12" BELOW PROPOSED TOP OF 30" DRILLED SHAFT FOUNDATION. IF TIMBER PILES LOCATION ARE NOT AS SHOWN ON PLAN, CONTACT ENGINEER OF RECORD PRIOR TO PLACEMENT OF PROPOSED FOUNDATION. EXISTING LOUVER TO REMAIN. (6) EXISTING PORTION OF WALL TO REMAIN. CARE TO BE TAKEN NOT TO UNDERMINE OR DAMAGE EXISTING FOUNDATION. (8) EXISTING GENERATOR AND GENERATOR FOUNDATION TO REMAIN. (9) EXISTING LOUVER TO BE REMOVED. (10) EXISTING DOOR TO BE REMOVED. GENERAL NOTES: SEE C-001 AND A-101 FOR ADDITIONAL DEMOLITION NOTES. Scale For Microfilming BURNS •XMSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date FOUNDATION DEMOLITION PLAN NORTH 11/04/16 detailed T. ERICKSEN SCALE IN FEET designed M. HOLLINGSHEAD checked B. BRETTMANN COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPAN NOV 0 9 2016 z Of3 olo a Zayo Group Company ZAYO GROUP, LLC OLO - TUKWILA FACILITY 11 SOUTH 120TH PLACE TUKWILA, WA 98168 King County PERMIT CENTE CHILLER UPGRADE PROJECT FOUNDATION DEMOLITION PLAN project 91942 contract CONTRACT drawing rev. BARIE B r MA STRUCTUR PE# 66 SD101 sheets co (15 E Scale For Microfilming 1 2 8 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY EDGE OF SLAB W Co iv) EDGE OF SLAB 30" DRILLED SHAFT, TYP. SEE S-501 FOR TYPICAL DETAIL MIN OF4"TALL HOUSEKEEPING PAD, TYP. SEE NOTE 6 PROPOSED CHILLER, TYP / ( 6" TYP T 3'-0" w / 10" CMU WALL TO MATCH EXISTING 1 24" SLAB, MIN. W/ #5 @ 9" OC EW, EF. SLAB SLOPES PER CIVIL SLOPE PER C SEE NOTES 6" TYP 9'-2" 6" TYP OPENING IN SLAB FOR 1 EXISTING 4'-0" x 4'-0" ELECTRICAL VAULT. REFER TO TYPICAL OPENING DETAIL ON r S004 T w 0 4 12'- 2'-0" w w l ��— CONCRETE STOOP PER S004, TYP OF 2 PROVIDE AND INSTALL NEW HINGED LOUVER PER MECH SCHEDULE, TYP OF 2 11-0" 12'-0" TYP EXISTING 8" WATER LINES w /- 5,-1" 5'-1" 91'-4" w 4'-6" 24" SLAB, MIN. W/ #5 @ 9" OC EW, EF. SLAB SLOPES PER CIVIL IJ -1 wrt- w- -1--- EXISTING 10" WATER LINE w 4'-5 1/21. SLOPE PER CIVIL SEE NOTES CV 4'-8" (-6" MIN TO BE FIELD VERIFIED (6" TYP EDGE OF SLAB EXISTING UNDERGROUND UTLITIES TO BE LOCATED VIA HAND DIGGING PRIOR TO DRILLING CONCRETE SHAFTS. MAINTAIN MINIMUM 12" CLEAR FROM NEW CONSTRUCTION. IF CONFLICT OCCURS, CONTACT ENGINEER OF RECORD FOR RESOLUTION. 17'-0" FOUNDATION PLAN 0 4' 8' 12' SCALE IN FEET 8'-8"I Bo / RE-ENTRANT BARS PER S-001, TYP 1' w 1 SEE NOTE 4 SEE NOTE 4 EXISTING EQUIPMENT TO REMAIN NOTES: 1. SEE SHEET S-001 FOR GENERAL NOTES. 2. SEE SHEET S-004 FOR CONCRETE DETAILS. 3. SEE SHEET S-501 FOR DRILLED SHAFT DETAILS. 4. SLOPE OF PROPOSED SLAB TO MATCH EXISTING AT DEMO LOCATION. 5. SEE C-101 FOR ELEVATION AND SLOPE OF TOP OF CONCRETE FOUNDATION. 6. VERIFY DIMENSIONS AND LOCATIONS OF CHILLER EQUIPMENT SUPPLIED PRIOR TO CASTING PADS. EXISTING LOUVER TO REMAIN EXISTING BUILDING fEXISTING EQUIPMENT TO REMAIN fEXISTING FOUNDATION J 10'-10" ) PROVIDE AND INSTALL �c‘' NEW HINGED LOUVER PER MECH SCHEDULE, TYPOF2 16'-0" 6'-10" 3'-0" 9 1 (Y) O T 0 EXISTING CMU WALL TO REMAIN PROVIDE AND INSTALL NEW LOUVERS PER MECH SCHEDULE, TYPICAL OF 8 EDGE OF SLAB PROVIDE AND INSTALL NEW ELMDOR ACCESS DOORS; EDI -SS 18"x18" WITH KEY OPERATED EXTERNAL LATCH \— EDGE OF SLAB .. ;,. ENVED FOI" CODE COMPLIANCE APPOVED JAN 1'7 2017 City of Tukwila BUILDING D)VI O RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER no. date by ckd description 0 11/04/16 MWH BBB ISSUED FOR BID 1 11/04/16 MWH BBB ISSUED FOR PERMIT BURNS ‘\MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN olo Z yo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT FOUNDATION AND STRUCTURAL SLAB PLAN project 91942 drawing contract CONTRACT BARIE STRUCTU PE rev. 1 sheets Scale For Microfilming 1 2 4 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, INC TOP OF CONCRETE SLAB ® EL VARIES PER CIVIL 2'-8" 8'-8" 6'-0" 8'-8" 6'-0" 8'-8" 6'-0" 91'-4" 8'-8" 6'-0" 8'-8" 6'-0" 8'-8" 6'-8" 31-4"31 TOP OF CMU WALL 4 0 a) 0 CONTROL JOINT, TYP PROVIDE AND INSTALL (2) NEW 9'-0" x 4'-4" HINGED LOUVERS PER MECHANICAL SCHEDULE EXISTING BUILDING —N PROPOSED DOOR PER ARCH CONTROL JOINT, TYP TOP OF CMU WALL SCREEN WALL ELEVATION PROVIDE AND INSTALL NEW 8'-8" x 8'-0" LOUVER, TYP 0 2' 4' 8' SCALE IN FEET 15'-10 31 8'-8" 3'-10" EXISTING CMU SCREEN WALL TOP OF di CONCRETE WALL EL TO MATCH EXISTING I ti • K.:" TOP OF CONCRETE SLAB EL VARIES PER CIVIL PROVIDE AND INSTALL NEW 8'-8" x 8'-0" LOUVER SCALE IN FEET 48'-8" PROVIDE AND INSTALL (2) NEW 9'-0" x 4'-4" HINGED LOUVERS PER MECHANICAL SCHEDULE 8'-0" 8'-8" 4'-8" 8'-8" 4'-8" 8'-8" 5'-4" 1 A 3l-4" 31-4"11 2'-0" 2'-8" 2'-8" 2'-0" TOP OF CMU WALL I 1 I ti Ill IIJ 1 1 1 0 00 TOP OF CONCRETE WALL o2 CONTROL JOINT, TYP SCREEN WALL ELEVATION 0 2' 4' 8' SCALE IN FEET PROVIDE AND INSTALL NEW 8'-8" x 8'-0" LOUVER, TYP EL TO MATCH EXISTING TOP OF CONCRETE SLAB EL VARIES PER ij CIVIL 0 - ELMDOR ACCESS DOORS; EDI -SS 18"x18" WITH KEY OPERATED EXTERNAL LATCH 6" DIA HOLE TO MATCH EXISTING. LOCATE @ LOW POINT PER CIVIL, TYP REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER BARIE B STRUCTU - E PE# ` A' 668 no. date by ckd description 0 11/04/16 MWH BBB ISSUED FOR BID 1 11/04/16 MWH BBB ISSUED FOR PERMIT BURNS \\MCDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN olo a Znyn Group Cumpzzny ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT STRUCTURAL WALL ELEVATIONS project 91942 contract CONTRACT drawing S-201 rev. 1 sheets Scale For Microfilming 2 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPAN T/FDN EL • VARIES PER CIVIL 0 T/SHAFT EL • TBD cV • (3) SETS ADDITIONAL HORIZ TIES 0 c) 1 INTENTIONALLY ROUGHENED SURFACE WITH A FULL AMPLITUDE OF APPROX 1/4" PER ACI MOW CO M /— FOUNDATION REINFORCEMENT PER PLAN #8 DOWELS LAP SPLICE J 0 co v7.) VERTICAL REINFORCEMENT TO BE (10) #8 EQUALLY SPACED #3 STIRRUPS @ 12" OC co Q p 3 4? DRILLED SHAFT TYPICAL DETAIL I— CC w =w O Q co o ESTIMATED ELEVATION AT BOTTOM OF DRILLED SHAFT TOP OF CMU WALL 1'-0" 10" CMU WALL rr dh TOP OF CONCRETE WALL EL TO MATCH EXISTING REINFORCED CONCRETE WALL T/ CONC & 66 GRADE VARIES II -111111 PER CIVIL= -111,;,111,;,111; ROUGHENED JOINT (NOT TO SCALE) NOTES: 1. INSTALL DRILLED SHAFTS IN ACCORDANCE WITH SPECIFICATION 31 63 29. 2. ALL SHAFTS MUST BE FOUNDED IN DENSE SAND AS DEFINED BY THE GEOTECHNICAL REPORT. 3. CONTACT ENGINEER IF EXISTING/ABANDONED SHAFTS ARE ENCOUNTERED OR INTERFERE WITH NEW SHAFTS. 4. PERFORM PROBE HOLES AT 25% OF SHAFT LOCATIONS PER SPECIFICATION SECTION 31 63 29. PROBE HOLES SHALL BE DRILLED A MINIMUM OF TWICE THE SHAFT DIAMETER BELOW THE SHAFT TIP. PROBE HOLE DRILLING OBSERVATION AND DOWNHOLE INSPECTION SHALL BE PERFORMED BY THE GEOTECHNICAL REPRESENTATIVE. 5. CUT OR SPLICE REINFORCING BARS IN THE FIELD AS REQUIRED FOR ACTUAL SHAFTS LENGTHS REQUIRED. 6. PRIOR TO DRILLING SHAFTS, HAND DIG TO EXPOSE POSSIBLE CONFLICTS. IF CONFLICT OCCURS, CONTACT ENGINEER OF RECORD FOR RESOLUTION. 10" LAP SPLICE PRECAST CONCRETE COPING TO MATCH EXISTING PROPOSED CHILLER #5@12"OC, EW EF CHAMFERED EDGE, TYP #4, CONT 6" MIN - J PROVIDE (2) 1/2"0 GALV THREADED RODS AT EACH ISOLATOR PAD WITH HILTI HIT-HY 200 EPDXY EMBEDDED 6" MIN. NEOPRENE ISOLATOR PADS BY OTHERS TOP OF HOUSEKEEPING PAD 4e EL PER CIVIL C4 SECTION 0 1' 2' 3' SCALE IN FEET #4@12"OC, EW z_ ROUGHENED 2 JOINT CV POST INSTALL #4 REBAR W/ HILTI HIT-HY 200 ADHESIVE #5 @ 9" OC, EW EF 30" DIA DRILLED SHAFT PER PLAN TOP OF CMU WALL 1'-0" W Z <0 > T/CONC GRADE VARIES PER CIVIL 1"= cp ao • • — • • 1" PRECAST CONCRETE COPING TO MATCH EXISTING L-1 LINTEL, TYP PROVIDE AND INSTALL NEW LOUVER PER MECHANICAL SCHEDULE REINFORCED CONCRETE WALL I �-1 I 1=1 I • 111,_„111, „111,=, ROUGHENED JOINT • • • • • • • SECTION • 0 1' 2' 3' SCALE IN FEET • • #5@9"OC, EW EF 0 cV REVIEWED FOR CODE COMPLIANCE APPROVE -0 JAN 17 2017 City of Tukwila BUILDING DIVISIO no. date by ckd description 0 11/04/16 MWH BBB ISSUED FOR BID 1 11/04/16 MWH BBB ISSUED FOR PERMIT BURNS �MSDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 816-333-9400 LICENSEE NO. 000165 date 11/04/16 designed M. HOLLINGSHEAD detailed T. ERICKSEN checked B. BRETTMANN RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER to a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 SOUTH 120TH PLACE TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT CONCRETE DETAILS AND TYPICAL DRILLED SHAFT DETAIL project 91942 contract CONTRACT drawing rev. 1 BARI STRUCT sheets Scale For Microfilming 1 2 3 5 6 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, EXPANSION TANK 10" CWR 10" CWR DEMO EXISTING PUMPS. o urivva •L 6 CWS 4" CWR 6"CHWR i- ROUTE OVERHEAD 4"CHWR bROP DN \NALL & ROUTE BELOW RAKED FLOOR. N 141 /2"CHWS/R 6" CO 10"e s ROUTE 1-1 /2"CHW HIGH BELOW ROOF -- AIR SEPARATOR 16x1 3" FUTURE TAPS —10" CWR I ( 0-2 OPERA IONS ME ROO OEI2CATED [nz ---10' CWR EC/011-2 200 CFM 10x12 160 CRA) 4" CWS 6" CWR 6" CWR 0— -4 10"0 CRAH-6 8X8 160 (TYP 2) 71 CORRIDOR 6 24o3 12X1OSL CRAH-7 COLOCATiON SFD l_OBB 1 100 3"CHWS/R 120 CPU ROUTE NEARES 10" CWR (TOP) 6" CWS (BOTTOM) ............................................... 10" CWR (TOP) 6" CWS (BOTTOM) ............................................... ., ■ (Er -5 6" CWR lei m 6" CWS 6" CWR 6" CWR (TOP) 10" CWS (BOTTOM) \I\ :- v 9, (i) .J 4,7 DEMO-E-XIST-ING CHILLER AFTER NEW CHILLERS ARE ,INSTALLED 2 -DEMO- ....EX EXISTING CHILLER AFTER NEW CHILLERS ARE INSTALUED_ 7 IR REVIEVVED FOR CODE COIVIPLIANCE APPROVED JAN 1 7 2017 CITP8FI'diERviLA NOV 0 9 2016 PER,IIT CENTER no. date 11/04/16 by JS ckd BG description ISSUED FOR BID 1 11/04/16 JS BG ISSUED FOR PERMIT FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206-763.9400 Fax: 206-767-6773 www.macmiller.com WA Lic No: MACDOFS980RU date 11-04-16 designed J SHEEKS detailed J SHEEKS checked B GEZON 211:::00111001 a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 S 120TH PL TUKWILA, WA 98168 King County project CHILLER UPGRADE PROJECT DEMOLITION PLAN contract 73166503-00 CONTRACT FO REIFERENCE ONLY rev. sheets 1 2 3 4 5 6 7 8 9 10 11 12 13 14 UAU 160 (TYP 2) J r\ no. date 0 1 11/04/16 11/04/16 by ckd I description JS JS BG BG ISSUED FOR BID ISSUED FOR PERMIT i 14x-1-2 12X1OSL CORRIDOR 1'- 16x16 CAH -7 3"CHWS/ (10.5) CURRENT FUTURE POTENTIPL ADDITIONAL CAPACITY AVAILABLE: 0 TONS (LIMITED BY S 17SL 100 CWR ct C FC/DH-4 SLOPE 120 CFM 10" CWR (TOP) 6" CWS (BOTTOM) 10" CWR (TOP) 8" CWS (BOTTOM) 8" CWR (TOP) 8" CWS (BOTTOM) II 8" CWR ('roP) 19" ......(BO........T.....O.....tii.) .......... TIM. EIMI. SEC 0 CLOSE VALVES. AND CAP FOR FUTURE. a /IA q' li 8" CHWS&R 8 -8"W x S' -0"H LOUVER MT,:..441.n. ARV :CONC.,.-.SLAB.:. (TYP; BY.._OTH.ER.S) EXISTING.. FIBER .VAULT ACCESS' FUTURE Scale For Microfilming It 11 A • Y 0 EXISTING GENERATOR -4Y„ 4 MacDonald -Miller FACILITY SOLUTIONS NEW 300 -TON AIR-COOLED CHILLER - (TYP) NEW 10'-7" HIGH SCREENWALL (BY OTHERS) 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206-763-9400 Fax: 206-767-6773 www.macmiller.com WA Lk No: MACDOFS980RU date COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, PROVIDE LOUVER INSTALLED LIKE A DOUBLE DOOR WITH I HARDWARE TO BAR AND LOCK FROM INSIDE ENCLOSURE. (PROV DED AND INSTALLED BY OTHERS.) REVIE7WEiD FOR CODE C jpUA CE::: APP .OV JAN ]: 7 2411 '; ..._ Y Cityof Tukwila..%` ,... BUIL11110,DI?VI 3i +'',1 11-04-16 detailed J SHEEKS designed J SHEEKS checked B GEZON �lo a Zayo Group Company RECEIVE€ CITY OF TUK1dWILA NOV 0 9 2016 PERMIT CENTER ? A ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 S 120TH PL TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT SITE PLAN - HVAC FOR REFERENCE ONLY project contract 73166503-00 I CONTRACT drawing rev. 1 sheets Scale Fos Microfilriing 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY 6"CHWS 4"CHWS 6' CWS 4" CWR 6"CHWR ROUTE OVERHEAD CURRENT FLOW: 425 GPM 2 FUTURE POTENTIAL FLOW: 425 GPM ADDITIONAL CAPACITY AVAILABLE: 0 TONS ADDITI r 4"CHWR DROP DN WALL & ROUTE BELOW RAI IED FLOOR. SUPPLY CURRENT FLOW: 425 GPM FUTURE POTENTIAL FLOW: 1906 GPM NAL CAPAFITY AVAILABLE: 0 TONS (LIMITED BY RETURN/BYPASS) ADDITION RETURN CURRENT FLOW: 434 GPM FUTURE POTENTIAL FLOW: 434 GPM AL CAPACITY AVAILABLE: 0 TONS (_IMITED BY BYPASS) 11 1 -1 /2"CHWS/R 0 .'r, ROUTE 1-1 /2"C HIGH BELOW R0' EXPANSION! TANK 10' CWR NEW 3RD PUMP. CONNECT TO EXISTING OVERHEAD PIPING HEADERS.1o' cwR.... Q4 INSTALL 2 NEW LARGER PUMPS. REUSE EXISTING DROPS. 1k IR " II Ai111�r ; 10' CWR 3" FUTURE TAPS — Q® FUTURE MEET ...fit©o 105 10' CWR 200 CFM t o"0 Qi CRAH-8 6':CWR 101 CWS C O 4' CWS s' 08111 6' CWR 10_...CWR CRAH-9 4"CHWS/R 1 6' CWR 1 • CWS R-5 CRAH-6 3"CHWS/R e 12X1OSL— CRAH-7j • COLOCAT:ON 111 6 CWR II_Bt: t3 I?11;!!111 UR• . 1.1g.0 il 0 sFo L.OSB • • ■ 3"CHWS/R ADDITIONAL CAP SUPPLY CURRENT FLOW: 859 GPM FUTURE POTENTIPL FLOW: 2340 GPM CITY AVAILABLE: 0 TONS (LIMITED _pY RETURN/BYPASS) F FC/OH-4 120 CFM ROUT$." NEAP oh SECURED FIRE .DEPARTME CHAIN LINK s(OR SIMILA TO . MAINT/AIN ..FRE " CHWS&R IWO 8 -81W k .8'-O"H :LOUVER- MSG. 12", AB:V "CONQ., SLAB • (TYP;... BY...._OTHERS.... 6": CHWS&R CONNECTION TO..CHILLER• 1 VE5RBULE CWS 10 CWR (TOP) ! CWS (BOTTOM) :.............. 10" CWR (TOP) 8" CWS (BOTTOM) a . ll/1 �� A 8" CHWS&R w i NMI 8' CWR (TC1:) 8' CWS (BOTTOM) .................................... 8` CWR (TOP) 10" CWS (BOTTOM) Ell 11111111nos CLOSE .VALVES AN, CLOSE VALVES. AND CAP FOR FUTURE. CAP FOR FUTI4RE. 7'-8" EXISTING GENERATOR 6" CWR (TOP) 10" CWS (BO1TO 8" CHWS CONNECTED 1TO EXISTING 10" CHWS! LINE. ROUTE NEW 8" CHWS LINE ON TOP OF EXISTING CHWS LINE ALONG BUILDING. NC II r 10 ) i; 3'-4Y" 4 9'--e111Y4" 7'-113" NEW 300 -TON AIR-OOLED CHILLER (TYP) _ 0 PROVIDE LOUVER INSTAI_LED LIKE 4 DOUBLE DOOR WITH HARDWARE TO BAR AND LOCK FROM ;INSIDE ENCLOSURE. (PROVIDED AND INSTALLED BY OTHERS.) NEW 10'-7" HIGH SCREENWALL (BY OTHERS) F R REFERENE ONLY i 0.;1 RE i EWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA T NOV o s 2016 �ERIjAIf CENTER no.I date 0 11/04/16 by JS ckd description BG ISSUED FOR BID 1 11/04/16 JS BG ISSUED FOR PERMIT MacDonald -Miller FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206-763-9400 Fax: 206-767.6773 www.macmlller.com WA Lic No: MACDOFS980RU date 11-04-16 designed J SHEEKS detailed J SHEEKS checked B GEZON Lolo a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 S 120TH PL TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT GROUND LEVEL PLAN - SOUTH - HVAC project contract I 73166503-00 CONTRACT sheets Scale For Microfilming 1 2 3 4 5 7 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, INC 1, 0 r: .0 NO NEW MECHANICAL WORK REQUIRED BEYOND THIS POINT UNDER PHASE 1 NO NEW MECHANICAL WORK REQUIRED BEYOND THIS POINT UNDER PHASE 1 } ALL FUTURE CHILLED WATER FLOW MUST RETURN THROUGH THIS CONNECTION SUPPLY CURRENT FLOW: 0 GPM FUTURE POTENTIAL FLOW: 1481 GPM ADDITIONAL CAPACITY AVAILABLE: 592 TONS ADDITIONAL HEAD AVAILABLE: 32 FT RETURN CURRENT FLOW: 0 GPM FUTURE POTENTIAL FLOW: 1481 GPM ADDITIONAL CAPACITY AVAILABLE: 592 TONS VALVE & CAP UPIED NEW 8" BYPASS W/ 2—WAY CONTROL VALVE 36X36EC RETURN rj. 1 RETURN CURRENT FLOW: 434 GPM FUTURE POTENTIAL FLOW: 434 G'M ADDITIONAL CAPACITY AVAILABLE: 0 TONS (LIMITED BY BYPASS) 8' CWR 8' CWR MAX BYPASS FLOW: 1166 GPM ECU;—M011 01 1 TM0.01 4"CHWS • CWs CWR 6"CHWS 6"CHWR 32X14 1.00.0__. (TYP 4) ROUTE ALONG MEZZANINE FLOOR AND DROP DOWN INTO UPS ROOM. FAN COIL MOUNTED ON MEZZffiINE ABOVE. SEE --STROtTURAL DRAWINGS ROUTE OVERHEAD CURRENT FLOW: 425 GPM FUTURE POTENTIAL FLOW: 425 GPM ADDITIONAL CAPACITY AVAILABLE: 0 TONS SUPPLY CURRENT FLOW: 425 GPM FUTURE POTENTIAL FLOW: 1906 GPM ADDITIONAL CAPACITY AVAILABLE: 0 TONS (LIMITED BY RETURN/BYPASS) 4"CHWR DROP DN WALL & ROUTE BELOW RAKED FLOOR. RETURN , CURRENT FLOW: 434 GPM FUTURE POTENTIAL FLOW: 434 GPM ADDITIONAL CAPACITY AVAILABLE: 0 TONS (LIMITED BY BYPASS) 8.aVR 10" CWS ROUTE 1-1 /2"CHWS/R HIGH BELOW ROOF TO FCU—M01 NEW 3RD PUMP. CONNECT TO EXISTING OVERHEAD PIPING HEADERS. ow� P EXPANS10NI TANK 10" CWR 3" FUTURE TAPS 10' CWR ()FUTURE DEDICATED INSTALL 2 NEW LARGER PUMPS. REUSE EXISTING DROPS. -10' GWR 10x12 80 CFM} 6"CHWS/R CRAH-8 10' CWR 6* CWR -101 CWS .3.."CJ- WS&.R..._........................................................... -- —®—�, — 9 Iq 1 101 00.`:? 4" CWS 8' CWR 6" CWR CRAH-9 4"CHWS/R 0 0 8x6 9 i ..5 CRAH-6 ELEV EQUIP. Haj CONF. 8X8 160 (TIP 2 3"CHWS/R e•--•;* .............. QEF -3 ...........: CORRIDOR fao 16x18 12X1OSL CRAH-7 COLOCATION 111 0R-5 SFD LOBB SUPPLY CURRENT FLOW: 859 GPM FUTURE POTENTIAL FLOW: 2340 GPM ADDITIONAL CAPACITY .AVAILABLE: 0 TONS (LIMITED QY RETURN/BYPASS) 1 t, SEE 17SL VESTIBULE FC/DN-4 SIL :...........:..:..... .....: 120 092 ROUT" N EAF, r '%-errEftoTo • FOR REFERENCE ONLY REVIEWED FOR CODE COMPLIANCC APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER no. date 1 by 0 11/04/16 JS ckd BG description ISSUED FOR BID 1 11/04/16 JS BG ISSUED FOR PERMIT B C D E MacDonald -Miller FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206-763-9400 Fax: 206-767-6773 www.macmiller.com WA LIc No: MACDOFS980RU date 11-04-16 designed J SHEEKS detailed J SHEEKS checked B GEZON Lolo a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 S 120TH PL TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT GROUND LEVEL PLAN - NORTH - HVAC project contract 73166503-00 I CONTRACT rev. 1 sheets F G H J Scale or Microfilming 1 2 3 5 6 7 9 10 11 12 13 14 ENGINEERING COMPANY, COPYRIGHT © 2016 BURNS & McDONNEL PIPING CHILLED WATER SIZE - 2" PIPING MATERIAL SCHEDULE: MATERIAL COPPER TYPE L JOINT LEAD FREE SOLDER PRESSED MECH JOINT 2-1/2" - 10" 12"+ SCH 40 BLK STL ASTM A53 A OR B STD WT BLK STL ASTM A53 A OR B GROOVED, FLANGED, BUTT WELDED GROOVED, FLANGED, BUTT WELDED PIPING INSULATION SCHEDULE PIPING TYPE PIPE SIZE INSULATION TYPE INSULATION THICKNESS CONDUCTIVITY RANGE CHILLED WATER COOLING (40°-60°F) 1/2" - 1-1/4" 1-1/2"+ FIBERGLASS, ARMAFLEX FIBERGLASS, ARMAFLEX 1/2" 1" 0.21 - 0.27 0.21 - 0.27 - ALL PIPING INSULATION AND COVERINGS SHALL HAVE AN ASTM FLAME SPREAD RATING OF 25 OR LESS AND AN ASTM SMOKE DEVELOPED RATING OF 50 OR LESS. - ELASTOMERIC INSULATIONS WHICH MEET THESE RATINGS MAY BE USED AS A SUBSTITUTE FOR FIBERGLASS. - PROVIDE A VAPOR BARRIER COVERING ON ALL CHILLED WATER PIPING AND COIL CONDENSATE PIPING INSULATION. - PROVIDE A COVERING FOR ALL FIBERGLASS INSULATION WITHIN THE BUILDING. - PROVIDE A VINYL JACKET FOR ALL INSULATION EXPOSED TO SIGHT WITHIN THE BUILDING EXCEPT MECHANICAL ROOMS. - PROVIDE REMOVABLE LACED INSULATION PAD OVER ALL CONTROL VALVES, WHERE NOT LOCATED WITHIN A MECHANICAL ROOM. - PROVIDE ALUMINUM JACKET ON ALL INSULATED PIPING OUTSIDE BUILDING. - AT PIPE HANGERS PROVIDE RIGID INSULATION BETWEEN PIPE AND HANGER. 1. THESE PLANS ARE SCHEMATIC AND DO NOT SHOW EXACT ROUTING OR EVERY OFFSET WHICH MAY BE REQUIRED. THE MECHANICAL CONTRACTOR IS TO COORDINATE WITH ALL OTHER TRADES AND IS TO VERIFY ALL CLEARANCES BEFORE COMMENCING WORK. 2. MATERIALS, METHODS, AND INSTALLATION SHALL COMPLY WITH THE PROVISIONS OF THE 2012 INTERNATIONAL BUILDING CODE (IBC), INTERNATIONAL MECHANICAL CODE (IMC), AND UNIFORM PLUMBING CODE (UPC) AS AMENDED BY THE STATE OF WASHINGTON AND LOCAL AUTHORITIES. 3. ALL PIPE SIZES NOTED ON DRAWINGS ARE MINIMUMS. 4. SLOPE ALL INDIRECT DRAINS AT 2% UNLESS OTHERWISE NOTED ON DRAWINGS. OBTAIN APPROVAL FROM THE CODE AUTHORITY BEFORE INSTALLING PIPING AT LESS THAN 2% (EVEN IF LESSER SLOPE IS INDICATED ON DRAWINGS). 5. HANGERS AND SUPPORTS FOR PIPING SHALL BE IN ACCORDANCE WITH THE 2012 IMC AND IBC AS AMENDED BY THE STATE OF WASHINGTON AND LOCAL AUTHORITIES. 6. PIPING PENETRATIONS OF FIRE RATED WALLS OR FLOORS SHALL BE SLEEVED AND FIRE STOPPED WITH LISTED MATERIALS SO AS TO MAINTAIN THE INTEGRITY AND RATING OF THE FLOOR OR WALL. 7. PROVIDE CHROME PLATE ESCUTCHEON PLATES AT ALL EXPOSED WALL AND CEILING PENETRATIONS. 8. PROVIDE SHUT-OFF VALVES AT ALL EQUIPMENT CONNECTIONS. 9. PROVIDE UNION, GROOVED OR FLANGED CONNECTION AT EQUIPMENT FOR FUTURE REMOVAL AND SERVICING. 10. FOR CONDENSATE PIPING PROVIDE TRAPS WITH A MINIMUM SEAL 2" GREATER THAN THE FAN OPERATING STATIC PRESSURE AT ALL COOLING COIL CONNECTIONS. 11. PROVIDE MINIMUM 1" AIR BREAK FOR ALL CONDENSATE PIPE TERMINATIONS AT DRAINS. 12. PROVIDE DIELECTRIC CONNECTIONS BETWEEN DISSIMILAR METALS. 13. HEAT TRACING OF PIPING, WHERE INDICATED, SHALL BE PROVIDED AND INSTALLED BY THE MECHANICAL CONTRACTOR. COORDINATE ELECTRICAL SUPPLY FOR HEAT TRACE WITH ELECTRICAL CONTRACTOR. 14. TRENCHING, BACKFILLING AND COMPACTING FOR UNDERGROUND PIPING SHALL BE THE RESPONSIBILITY OF THE MECHANICAL CONTRACTOR UNLESS STATED OTHERWISE IN CONTRACT DOCUMENTS. SYMBOL D4 DESCRIPTION GATE VALVE ABBREVIATION ................................................................. GV SYMBOL DESCRIPTION SOLENOID VALVE ABBREVIATION SV Incl GLOBE VALVE GLV LWI GAS COCK GC 1D1 BALL VALVE - FULL PORTED SILENT CHECK VALVE 4 BUTTERFLY VALVE BUTTERFLY VALVE W/ MEMORY STOP lJVW-1 FLEXIBLE CONNECTION TT CIRCUIT SETTER VALVE (T © HORIZONTAL EXPANSION TANK VERTICAL EXPANSION TANK 11 CI AIR SEPARATOR 1�1 ® AIR PURGER CS HET VET....... AIR SEP AP CCM ® REDUCED PRESSURE BACKFLOW PREVENTER UNION STRAINER PRESSURE RELIEF VALVE PRESSURE REDUCING VALVE PRESSURE / TEMPERATURE TAP t>� 44-71 SUCTION DIFFUSER TEMERATURE GAUGE ............................................................................................................................................... A COMPRESSED AIR ............................................................................................................................................... C CONDENSATE PIPING END SUCTION CENTRIFUGAL PUMP VERTICAL IN-LINE CENTRIFUGAL PUMP ES PUMP VI PUMP SUC DIFF TG TI- BULB WELL MANUAL AIR VENT AUTOMATIC AIR VENT PRESSURE GAUGE THERMOMETER BW MAV ........................... AV PG........ THERM CHWS CHILLED WATER SUPPLY PIPING - - CHWR - - CHILLED WATER RETURN PIPING CWS CONDENSER WATER SUPPPLY PIPING - - CWR- - CONDENSER WATER RETURN PIPING G GAS PIPING D34, BALL VALVE W/ 3/4" HOSE ADAPTOR BV W/ HA L REFRIGERANT LIQUID LINE CONCENTRIC REDUCER ECCENTRIC REDUCER aq ® TWO-WAY CONTROL VAVLE ▪ ® THREE-WAY CONTROL VALVE S REFRIGERANT SUCTION LINE HWS HEATING WATER SUPPLY PIPING - - - HWR - - - HEATING WATER RETURN PIPING 1. THESE PLANS ARE SCHEMATIC AND DO NOT SHOW EXACT ROUTING OR EVERY OFFSET WHICH MAY BE REQUIRED. THE HVAC CONTRACTOR IS TO COORDINATE WITH ALL OTHER TRADES AND IS TO VERIFY ALL CLEARANCES BEFORE COMMENCING WORK. 2. MATERIALS, METHODS, AND INSTALLATION SHALL COMPLY WITH THE PROVISIONS OF THE 2009 EDITIONS OF THE INTERNATIONAL MECHANICAL CODE, INTERNATIONAL BUILDING CODE, INTERNATIONAL FIRE CODE AND STATE AND LOCAL CODES AND ORDINANCES. 3. DUCT CONSTRUCTION AND HANGING SHALL COMPLY WITH CHAPTER 6 OF THE 2009 IMC AND WITH CURRENT SMACNA STANDARDS. EARTHQUAKE BRACE ALL DUCTS 28" DIA AND LARGER WHICH ARE SUSPENDED MORE THAN 12" BELOW STRUCTURAL SYSTEM. 4. JOINTS OF MEDIUM AND HIGH VELOCITY DUCT SYSTEMS SHALL BE SEALED WITH GASKETS OR LISTED MASTIC TYPE DUCT SEALANT. 5. DUCTS SHALL BE INSULATED AS INDICATED ON PLANS, PER 2009 WSEC. - DUCT WRAP, WHERE INDICATED, SHALL BE 1 1/2" 0.75 LB/CU FT FIBERGLASS DUCT INSULATION WITH A FACTORY APPLIED REINFORCED ALUM. FOIL VAPOR BARRIER (R-4.2 MIN.). - SOUND LINING, WHERE INDICATED, SHALL BE 1" 1.5 LB/CU FT FIBERGLASS DUCT LINING COATED TO PREVENT FIBER EROSION AT VELOCITIES UP TO 6000 FPM (R-4.2 MIN.). - DUCT BOARD, WHERE INDICATED, SHALL BE 1" RIGID FRK FACED El 475 FIBERGLASS DUCT BOARD SYSTEM, UL 181 LISTED AS A CLASS 1 AIR DUCT (R-4.3 MIN.). AIR DUCT (R-4.3 MIN.). 6. FLEX DUCTS SHALL CONSIST OF A REINFORCED VAPOR BARRIER, 1 1/2" FIBERGLASS INSULATION, AND NON -PERFORATED INTERIOR LINER WITH WIRE HELIX. DUCT SHALL BE A UL 181 LISTED CLASS 1 AIR DUCT. FLEX DUCTS SHALL ONLY BE USED WHERE SHOWN AND SHALL NOT EXCEED 12' IN LENGTH UNLESS NOTED OTHERWISE. 7. PROVIDE EARTHQUAKE RESTRAINT FOR HVAC EQUIPMENT IN ACCORDANCE WITH SECTION 1613 OF THE 2009 IBC. 8. PROVIDE FIRE DAMPERS, SMOKE DAMPERS AND FIRE/SMOKE DAMPERS WHERE INDICATED ON PLANS AND AS REQUIRED BY SECTION 716.5 OF THE 2009 IBC. PROVIDE CEILING FIRE DAMPERS WHERE INDICATED ON PLANS AND AS REQUIRED BY SECTION 716.6.2 OF THE 2009 IBC. INSTALL FIRE DAMPERS SMOKE DAMPERS AND FIRE/SMOKE DAMPERS IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS, THE TERMS OF THEIR LISTING, AND THE REQUIREMENTS OF THE CODE. 9. PIPING PENETRATIONS OF FIRE RATED WALLS OR FLOORS SHALL BE SLEEVED AND FIRE STOPPED WITH LISTED MATERIALS SO AS TO MAINTAIN THE INTEGRITY AND RATING OF THE FLOOR OR WALL. 10. PROVIDE RETURN DUCT SMOKE DETECTOR AUTOMATIC SHUT DOWN OF ALL NEW HEATING, COOLING, OR VENTILATION EQUIPMENT MOVING IN EXCESS OF 2000 CFM IN ACCORDANCE WITH SECTION 606 OF THE 2009 IMC. POWER AND INTERLOCK WIRING WITH THE BUILDING FIRE ALARM SYSTEM IS BY THE ELECTRICAL CONTRACTOR. 11. HVAC EQUIPMENT, VALVES AND DAMPERS SHALL BE LOCATED IN EASILY ACCESSIBLE LOCATIONS. UNLESS SHOWN ON ARCHITECTURAL DRAWINGS, REQUIRED ACCESS PANELS SHALL BE PROVIDED AND INSTALLED BY THE GENERAL CONTRACTOR. MINIMUM ACCESS DOOR SIZE FOR VALVES AND DAMPERS TO BE 18" X 18". 12. HEAT TRACING OF PIPING, WHERE INDICATED, SHALL BE PROVIDED AND INSTALLED BY THE HVAC CONTRACTOR. THE HVAC CONTRACTOR IS TO COORDINATE THE HEAT TRACE POWER WIRING WITH ELECTRICAL CONTRACTOR. 13. MOTORS STARTERS NOT LISTED AS BEING PROVIDED IN THE HVAC EQUIPMENT SCHEDULES ARE TO BE PROVIDED AND INSTALLED BY ELECTRICAL CONTRACTOR. 14. WITHIN 90 DAYS AFTER THE DATE OF SYSTEM ACCEPTANCE, RECORD DRAWINGS OF THE ACTUAL INSTALLATION TO BE PROVIDED TO THE BUILDING OWNER. RECORD DRAWINGS SHALL INCLUDE AS A MINIMUM THE LOCATION AND PERFORMANCE DATA ON EACH PIECE OF EQUIPMENT, GENERAL CONFIGURATION OF DUCT AND PIPE DISTRIBUTION SYSTEM, INCLUDING SIZES, AND THE TERMINAL AIR AND WATER DESIGN FLOW RATES. 15. OPERATING AND MAINTENANCE MANUALS TO BE PROVIDED TO THE BUILDING OWNER THAT INCLUDE: SUBMITTAL DATA, NAMES AND ADDRESSES OF AT LEAST ONE SERVICE AGENCY, HVAC CONTROLS SYSTEM MAINTENANCE AND CALIBRATION INFORMATION AND A COMPLETE OPERATIONAL NARRATIVE FOR EACH SYSTEM. 16. COMMISSIONING IS REQUIRED ON THIS PROJECT IN ACCORD WITH WASHINGTON STATE ENERGY CODE (WSEC) SECTION 1416 AND WITH LEED NC -2.1 FUNDAMENTAL BUILDING SYSTEMS COMMISSIONING AND ADDITIONAL COMMISSIONING. 17. A COMPLETE REPORT OF TEST PROCEDURES AND RESULTS SHALL BE PREPARED AND FILED WITH THE OWNER 18. FOR ALL "SEALED AIR TIGHT" SHAFTS OR ROOMS, THE FOLLOWING MUST OCCUR: - ALL VERTICAL JOINTS INSIDE THE SHAFT SHOULD BE PROVIDED WITH A CONTINUOUS SEAL FOR THE LENGTH OF THE JOINT, INCLUDING THE SHAFT CORNERS (BY GC). - TOP AND BOTTOM WALL TRACKS SHOULD BE CAULKED ALONG THEIR ENTIRE LENGTH (BY GC). - ANY FLOOR DECKING PERPENDICULAR TO THE SHAFT SHOULD BE CAULKED. FILLING WITH ROCK WOOL OR FIRESAFING ("MONOCOAT') IS NOT ACCEPTABLE (BY GC). - ANY PENETRATIONS OF THE SHAFT CONSTRUCTION (DUCTWORK, CONDUIT, PIPING) SHOULD BE SEALED WITH FIRE CAULKING ON BOTH SIDES OF THE PENETRATION. - USE SECTION 909.5 OF THE 2009 IBC FOR MAXIMUM ALLOWABLE LEAKAGE AREA, FOLLOWING THE GUIDELINES FOR SMOKE BARRIER CONSTRUCTION. - ALL DOORS MUST BE PROVIEDED WITH TIGHT FITTING GASKETS, AND OPEN AGAINST THE DIRECTION OF ROOM/SHAFT PRESSURE. 19. DAMPERS USED FOR OUTDOOR AIR INTAKE, EXHAUST, OR RELIEF SHALL HAVE THE FOLLOWING MAXIMUM LEAKAGE RATES AT 1" W.G. (PER AMCA STANDARD 500): MOTORIZED DAMPERS:10 CFM/S.F. GRAVITY DAMPERS: 20CFM/S.F. (40 CFM/S.F. FOR DAMPERS SMALLER THAN 24" IN EITHER DIMENSION). 20. OUTSIDE AIR INTAKE, EXHAUST, AND RELIEF DAMPERS SERVING CONDITIONED SPACES MUST BE MOTORIZED (FAIL CLOSED) PER WSEC 1412.4.1, EXCEPT AS ALLOWED BY WSEC. 21. RETURN AIR SHAFTS TO BE CONSTRUCTED BY THE G.C. TO WITHSTAND A MINIMUM 20 PSF DIFFERENTIAL PRESSURE ACROSS THE WALL. DIFFERENTIAL PRESSURE IS BASED UPON THE MAXIMUM STATIC PRESSURE CAPABILITY OF FAN SYSTEMS SUBJECT TO AUTOMATIC DAMPER CLOSURE. 22. PRESSURIZATION SHAFTS SHALL BE CONSTRUCTED BY THE G.C. AS FOLLOWS: - SHAFTS SERVED BY PRESSURIZATION FANS RATED UP TO 1" STATIC PRESSURE TO BE CONSTRUCTED TO WITHSTAND 10 PSF DIFFERENTIAL PRESSURE. - SHAFTS SERVED BY PRESSURIZATION FANS RATED BETWEEN 1-2.5" STATIC PRESSURE TO BE CONSTRUCTED TO WITHSTAND 20 PSF DIFFERENTIAL PRESSURE. - FOR SHAFTS SERVED BY PRESSURIZATION FANS RATED ABOVE 2.5" STATIC PRESSURE, CONTACT MECHANICAL ENGINEER. NAME .......................... M-001 TITLE DEMOLITION PLAN - HVAC M-101 SITE PLAN - HVAC M-102 GROUND LEVEL PLAN - SOUTH - HVAC M-103 GROUND LEVEL PLAN - NORTH - HVAC M-601 SCHEDULES - HVAC M-602 SCHEDULES - HVAC NAME TITLE FOR REFERENCE ONLY REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER no. 0 date 11/04/16 by JS ckd BG description ISSUED FOR BID 1 11/04/16 JS BG ISSUED FOR PERMIT MacDonald -Miller FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206-763-9400 Fax: 206-767-6773 www.macmiller.com WA Lie No: MACDOFS980RU date 11-04-16 designed J SHEEKS detailed J SHEEKS checked B GEZON Lolo a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 S 120TH PL TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT SCHEDULES - HVAC project contract 73166503-00 I CONTRACT drawing rev. M-601 1 sheet file of sheets Scale For Microfilming 1 3 4 5 7 9 10 11 12 13 14 COPYRIGHT © 2016 BURNS & McDONNELL ENGINEERING COMPANY, UNIT NO. MFG & MODEL NO. CRAH-6 LIEBERT CW181DC CRAH-7 LIEBERT CW181DC CRAH-8 I LIEBERTCW181DC CRAH-9 1 LIEBERTCW181DC SUPPLY FAN CHILLED WATER COIL CFM 21,600 21,600 21,600 21,600 ESP i BHP TOT MBH SENS MBH 0.2 j 12.5 545.5 0.2 i 12.5 545.5 0.2 I 12.5 545.5 0.2 12.5 ............................._545.5 495.3 GPM 100 100 100 100 DP FT 14.6 14.6 HUMID LBS/HR Y Y REHEAT SCOP I ELECTRICAL • VOLT/PH I FLA 13.39 460/3 I 66.3 13.39 I 460/3 66.3 , ................................. 13.39 460/3 66.3 13.39 460/3 1 66.3 Y Y Y LBS I NOTES 2,900 ' EXIST 1-5 2,900 I EXIST 1-5 2,900 ' NEW 1-5 2,900 I NEW 1-5 NOTES: 1. CAPACITIES BASED ON 45F EWT/57F LWT CHILLED WATER WITH 20% PROPYLENE GLYCOL, 75DF DB/61.1 DFWB ENTERING AIR 2. ACCESSORIES: FILTERS - 4" THICK 30% ASHRAE STANDARD 52-76, 18" FILTER PLENUM, STANDARD INFRARED HUMIDIFIER, ELECTRIC REHEAT, FIRE STATE SHUTDOWN, SMOKE DETECTOR, LOCKING DISCONNECT SWITCH, DRY CONTACTS FOR REMOTE MONITORING OF ALARM, MICROPROCESSOR BASED CONTROLS, QTY (2) 2 -WAY CHILLED WATER VALVE, DOWNFLOW CONFIGURATION WITH 12" SEISMIC FLOOR STAND, INTERNAL CONDENSATE PUMP, (2) LT410 POINT LEAK DETECTION SENSORS, IS -UNITY -DP CARD, 65K SCCR. 3. PROVIDED WITH 3 DIRECT DRIVE EC PLUG FANS INSIDE THE UNIT. 4. CONNECT TO EXISTING CENTRAL CHILLED WATER SYSTEM. 5. PROVIDED BY CUSTOMER, INSTALLED BY MECHANICAL. COOL' UNIT NO. CH -01 CH -02 .................... CH -03 .................... CH -04 MFG & MODEL NO. TRANE RTAE-300E TRANE RTAE-300E TRANE RTAE-300E TRANE RTAE-300E NOM TONS. GPM 300 780 3007 80 300 ! 780 300 780 CHILLED WATER DP FT I EWT °F LWT °F EER/ GLY% IPLV ELECTRICAL WT VOLT/PH I MCA I LBS NOTES 49.2 49.2 49.2 .............. 49.2 58 58 58 48 48 48 48 25 11.9/20 25 I 11.9/20 25 11.9/20 25 11.9/20 NOTES: 1. POWER WIRING AND DISCONNECT BY ELECTRICAL. 2. PROVIDED WITH THE FOLLOWING: - INTEGRAL WATERSIDE ECONOMIZER PACKAGE WITH 3 -WAY CONTROL VALVE AND CONTROLLER. - STEALTH INVISISOUND PACKAGE - HFC -134A REFRIGERANT - 2 PASS EVAPORATOR - FACTORY FLOW SWITCH - FACTORY INSULATION - WIDE AMBIENT (0 TO 125°F) - ADAPTIVE FREQUENCY DRIVE - DUAL CIRCUIT ROTARY SCREW COMPRESSORS - 65K HIGH AMP SHORT CIRCUIT RATING - LINE REACTORS 3. INSTALL ON FACTORY PROVIDED NEOPRENE ISOLATIONS ON NEW CONCRETE LEVELING PADS (PROVIDED BY OTHERS). 480/3 480/3 480/3 480/3 531 33345 531 1 33345 531 33345 531 ' 33345 NEW 1-3 NEW 1-3 FUTURE FUTURE no. I date 1 by 0 11/04/16 JS ckd BG description ISSUED FOR BID 1 11/04/16 JS BG ISSUED FOR PERMIT P SCHEDUI UNIT SERVED ............................... CHILLERS CHILLERS MFG & MODEL NO. B&G E-1510-4GC B&G E-1510-4GC I TYPE I GPM END SUC. 780 P-03 CHILLERS P-04 CHILLERS B&G E-1510-4GC B&G E-1510-4GC END SUC. 780 END SUC. ' 780 END SUC. 780 NOTES: 1. ELECTRICAL CONTRACTOR TO PROVIDE POWER WIRING AND DISCONNECT 2. WITH FLANGES & P&T TAPS AT EACH FLANGE 3. 175 PSI MAX. WORKING PRESSURE 4. WITH VFD, PROVIDED BY MECH AND INSTALLED BY ELEC. ABB ACH550 OR APPROVED. 5. INTEGRATE INTO EXISTING CONTROLS SYSTEM BY OTHERS. SEE SEQUENCE OF OPERATION. DP FT 175 175 IMP DIA IN ............. 13.5 13.5 RPM 50 1770 ................... .:................................... 50 1770 i PUMP VOLT/PH EFF. 460/3 81.7% 460/3 1 81.7% WT LBS 1040 1040 NOTES......... REPLACE 1-5 REPLACE 1-5 175 175 13.5 13.5 50 1770 460/3 50 1770 1 460/3 1040.........._I......................._NEW 1-5 1040 1 FUTURE FOR REFERENCE ONLY ......... . REVIEWED FOR CODE COWPL!ANCE APPROVED JAN 17 2017 City O TukvAla RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER A B C D E MacDonald -Miller FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206-763-9400 Fax: 206-767-6773 www.macmiller.com WA Lic No: MACDOFS980RU date 11-04-16 designed J SHEEKS detailed J SHEEKS checked B GEZON Lolo a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 S 120TH PL TUKWILA, WA 98168 King County CHILLER UPGRADE PROJECT SCHEDULES - HVAC project 73166503-00 I contract CONTRACT F G H J Scale For Microfilming 2 3 4 11 12 13 14 V: \2048\AC11VE\204819836\CAD—BIM\E001 Nov 04, 2016 9:18 AM By. UMAMADAMINOV ELECTRICAL RISER r FEEDER SIZE IDENTIFICATION C AVAILABLE FAULT CURRENT IDENTIFICATION o o ARRESTOR, SURGE c► a ARRESTOR, LIGHTNING AUTOMATIC TRANSFER SWITCH SPACE BUS SPACE O 6-71 BUS DUCT BUSWAY END TAP BOX CABLE TO BUS CONNECTION CAPACITOR CONTACT, NORMALLY OPEN AND NORMALLY CLOSED CIRCUIT BREAKER CIRCUIT BREAKER, DRAWOUT CIRCUIT BREAKER, DRAWOUT, MEDIUM VOLTAGE CIRCUIT BREAKER, GFI CIRCUIT BREAKER, GFI WITH DRAWOUT CIRCUIT BREAKER, MAGNETIC OVERLOAD CIRCUIT BREAKER, NETWORK PROTECTOR CIRCUIT BREAKER, THERMAL OVERLOAD B ®S FUSE OR CURRENT LIMITER 0 H A O N 0 CO THERMAL ELEMENT. M TRANSFORMER ryyNn FUSE (ISOLATING) FUSED SWITCH GROUND PUSHBUTTON SPLICE STRESS RELIEF, MEDIUM VOLTAGE SWITCH, 2 -POLE SWITCH, 3 -POLE 0 O 0 ® ®E TRANSFORMER, CURRENT TRANSFORMER, ELECTROSTATICALLY SHIELDED, MAGNETIC CORE SHOWN TRANSFORMER, MAGNETIC CORE SHOWN TRANSFORMER, SHIELDED, MAGNETIC CORE SHOWN AMMETER CONTACTOR ENGINE -GENERATOR KEY INTERLOCK METER POWER METER RELAY RELAY, GFI SURGE PROTECTIVE DEVICE VOLTMETER WATT HOUR METER EQUIPMENT EQUIPMENT CABINET EQUIPMENT CONNECTION, E = EMERGENCY POWER Tr i --r GROUND BAR, LENGTH TO SCALE MOTOR CONNECTION, SINGLE PHASE MOTOR CONNECTION, 3 PHASE POWER BUSWAY SPD 0 SURGE PROTECTIVE DEVICE TRANSFORMER, <30KVA, NOT TO SCALE TRANSFORMER, 30KVA OR GREATER, DRAWN TO SCALE r —f— CIRCUITS RACEWAY CONCEALED IN CEILING OR WALL HASH MARKS INDICATE NUMBER OF WIRES. #12 AWG WIRE UNLESS OTHERWISE NOTED. EXPOSED RACEWAY IS ALLOWED ONLY WHERE NOTED. HOT (SHORT HASH MARK) NEUTRAL (LONG HASH MARK) GROUND WIRE (JOGGED HASH MARK) EXISTING RACEWAY (IF HASH MARKS ARE SHOWN, PULL NEW CONDUCTORS) RACEWAY BELOW SLAB OR UNDERGROUND —0 RACEWAY UP RACEWAY DOWN RACEWAY STUB -OUT WITH BUSHING CIRCUIT CONTINUATION HOME RUN TO PANEL OR LOCATION NOTED QJ aJ JUNCTION BOX El PULL BOX Det/ Sheet/ Det/ PlanSheet DetSheet/ WORK DEFINITION FLAG NOTE REVISION IDENTIFICATION EQUIPMENT IDENTIFICATION EQUIPMENT IDENTIFICATION DETAIL REFERENCE DETAIL REFERENCE W/ORIGINATING SHEET REFERENCE sheet/ SECTION REFERENCE sea/ Plansheet/ DetSheet/ SECTION REFERENCE W/ORIGINATING SHEET REFERENCE Elev/ Sheet' ELEVATION REFERENCE PROJECT NORTH REFERENCE PROJECT NORTH REFERENCE W/TRUE NORTH REFERENCE NEW WORK EXISTING - FUTURE REMOVE EXISTING ELECTRICAL EQUIPMENT CONTROLS la FUSED DISCONNECT SWITCH (FUSE RATING INDICATED) DISCONNECT SWITCH MOTOR STARTER MANUAL MOTOR STARTER COMBINATION MOTOR STARTER FUSED DISCONNECT SWITCH ENCLOSED CIRCUIT BREAKER CONTACTOR 0 o PUSH BUTTON CONTROL STATION AUTO DOOR PUSHPLATE flp EMERGENCY SHUTDOWN $M MOTOR RATED TOGGLE SWITCH BUSWAY PLUG DIRECT DIGITAL CONTROL PANEL RELAY, CONTROL TYPE 0T THERMOSTAT 11ME CLOCK VARIABLE FREQUENCY DRIVE E DDC TC VFD EMERGENCY NORMA CIRCUITS L LIGHTING 444 WALL MOUNTED FIXTURE to t2 t3 t4 K LV $o tP t PC CS ►�DSC I ELCU PANELBOARDS 208V SYSTEM PANELBOARD 480V SYSTEM PANELBOARD LIGHTING SWITCHES AND CONTROLS LOWER-CASE LETTER NEAR SWITCH DENOTES CIRCUIT CONTROLLED (TYP) SINGLE POLE SWITCH DOUBLE POLE SWITCH 3 -WAY SWITCH 4 -WAY SWITCH KEY OPERATED SWITCH MOMENTARY CONTACT, LOW VOLTAGE SWITCH OCCUPANCY SENSOR SWITCH SWITCH WITH PILOT LIGHT PHOTOCELL SWITCH DIMMER SWITCH CONTROL STATION, # INDICATES STATION IDENTIFICATION DIMMING SYSTEM CONTROLS EMERGENCY LIGHTING CONTROL UNIT CEILING MOUNTED OCCUPANCY SENSOR SWITCH PHOTOCELL CONTROL PHOTO SENSOR CONTROL RELAY, NEC CLASS II LOW VOLTAGE TRANSFORMER CIRCUITS RECEPTACLES EMERGENCY NORMAL 41) 4 e N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A CO N/A N/A 0 0 N/A N/A ' 4 41) 4. C�7 ram ►r/ O 4 0 • SINGLE RECEPTACLE 120V DUPLEX RECEPTACLE 120V DOUBLE DUPLEX RECEPTACLE 120V SPLIT WIRED RECEPTACLE, 120V, TOP SWITCHED RECEPTACLE 208V OR 240V, SINGLE PHASE RECEPTACLE 208V OR 240V, THREE PHASE COMBINATION RECEPTACLE 120/208V OR 120/240V, SINGLE PHASE RECEPTACLE 480V, SINGLE PHASE RECEPTACLE 480V, THREE PHASE SINGLE RECEPTACLE 120V (TWIST LOCK) DUPLEX RECEPTACLE 120V (TWIST LOCK) RECEPTACLE 208V OR 240V, SINGLE PHASE (TWIST LOCK) RECEPTACLE 208V OR 240V, THREE PHASE (TWIST LOCK) COMBINATION RECEPTACLE 120/208V OR 120/240V, SINGLE PHASE (TWIST LOCK) RECEPTACLE 480V, SINGLE PHASE (TWIST LOCK) RECEPTACLE 480V, THREE PHASE (TWIST LOCK) CLOCK RECEPTACLE 120V SINGLE RECEPTACLE, FLUSH FLOOR BOX DUPLEX RECEPTACLE, FLUSH FLOOR BOX DOUBLE DUPLEX RECEPTACLE, FLUSH FLOOR BOX SPLIT WIRED RECEPTACLE, 120V, FLUSH FLOOR BOX FLOOR BOX (DEVICES AS INDICATED) POKE THROUGH (DEVICES AS INDICATED) SINGLE RECEPTACLE, CEILING MOUNTED DUPLEX RECEPTACLE, CEILING MOUNTED DOUBLE DUPLEX RECEPTACLE, CEILING MOUNTED CEILING CORD DROP, 120V, SINGLE PHASE POWER POLE MULTI -OUTLET ASSEMBLY (DEVICES AS INDICATED) DUPLEX RECEPTACLE, SURGE PROTECTOR TYPE DOUBLE DUPLEX RECEPTACLE, SURGE PROTECTOR TYPE GENERAL NOTES 1. COMPLY WITH THE NATIONAL ELECTRICAL CODE AS ADOPTED AND AMENDED BY THE LOCAL AUTHORITY HAVING JURISDICTION. 2. THE LOCATIONS OF ELECTRICAL DEVICES OR LIGHTING FIXTURES INDICATED ON ARCHITECTURAL PLANS ELEVATIONS OR SECTIONS TAKE PRECEDENCE OVER LOCATIONS INDICATED ON THE ELECTRICAL DRAWINGS. ABBREVIATIONS ABV AC ACH AFF AG A,AMP A/V ATS AWG CATV CB CCTV CKT CLG CM COMM C CO CTRL CU D DED DEV DN DW EPO EWC FA FB FBOIC FI FO FOC G,GND GD GFI,GFCI HH HP IDF IH J -BOX MAG ABOVE 3" ABOVE COUNTER BACKSPLASH ABOVE COUNTER HEIGHT ABOVE FINISHED FLOOR ABOVE GRADE AMPERE AUDIO/VISUAL AUTOMATIC TRANSFER SWITCH AMERICAN WIRE GAUGE COMMUNITY ACCESS TELEVISION CIRCUIT BREAKER CLOSED CIRCUIT TELEVISION CIRCUIT CEILING CEILING MOUNTED COMMUNICATIONS CONDUIT CONDUIT ONLY CONTROL COPPER DATA DEDICATED DEVICE DOWN DISHWASHER EMERGENCY POWER OFF ELECTRIC WATER COOLER FIRE ALARM FLOOR BOX FURNISHED BY OTHERS, INSTALLED BY CONTRACTOR FILM ILLUMINATOR FIBER OPTIC(AL) FACE OF COLUMN GROUND GARBAGE DISPOSAL GROUND FAULT CIRCUIT INTERRUPTER HAND HOLE HORSEPOWER INTERMEDIATE DISTRIBUTION FRAME/FACILITY INSTA-HOT WATER DISPENSER JUNCTION BOX MAGNETIC ELECTRICAL SHEET INDEX MCC MOTOR CONTROL CENTER MDF MAIN DISTRIBUTION FRAME/FACILITY MH MANHOLE MM MULTIMODE MTD MOUNTED MW MICROWAVE N NEUTRAL NIC NOT IN CONTRACT OPER OPERATER/OPERABLE OPOI OWNER PROVIDED OWNER INSTALLED PB PULLBOX PNL PANEL, PANELBOARD POS POSITION/POINT OF SALE PR PAIR PTS PNEUMATIC TUBE STATION R RACEWAY RO RACEWAY ONLY RECEPT RECEPTACLE REF REFRIGERATOR SLV SLEEVE SM SINGLEMODE SPECS SPECIFICATIONS SW SWITCH SWBD SWITCHBOARD TELECOM TELECOMMUNICATIONS TGB TELECOMMUNICATIONS GROUNDING BUSBAR TMGB TELECOMMUNICATIONS MAIN GROUNDING BUSBAR TSER TELECOMMUNICATIONS SERVICE ENTRANCE ROOM TV TELEVISION TYP TYPICAL UF UNDER FLOOR UG UNDER GROUND UON UNLESS OTHERWISE NOTED UTP UNSHIELDED TWISTED PAIR V VOLT OR VOICE VEL VERIFY EXACT LOCATION W WIRE, WATT, OR WALLPHONE WAP WIRELESS ACCESS POINT WP WEATHERPROOF XFMR TRANSFORMER 0 PHASE SHEET NO. SHEET TITLE E-001 SYMBOLS & ABBREVIATIONS E-101 ELECTRICAL POWER PLAN E-102 MAIN ELECTRICAL ROOM LAYOUT & MCC -1 ELEVATION E-601 PARTIAL ELECTRICAL POWER RISER E-602 LOAD CALCULATIONS, PANEL SCHEDULES E-701 SPECIFICATION Total Number of sheets: 6 FOR REFERENCE ONLY REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER no.I date 1 11/04/16 by JJJ ckd 1 description KWL ISSUED FOR PERMIT Stantec 4100 194th Street SW Suite 400 Lynnwood Washington 98036-4613 (206) 667-0555 date 11/04/16 designed U.MAMADAMINOV detailed J. KIM checked T. JANOF a Zc+yu Group Cornpouy ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 INTERNATIONAL BLVD TUKWILA, WA 98188 SYLBOLS & ABBREVIATIONS project I contract CONTRACT drawing E-001 s Licen eet 1 file E001.DWG rev. 1 sheets 1 2 3 7 9 10 11 12 13 14 no.I date I by 1 11/04/16 JJJ description ISSUED FOR PERMIT FLAG NOTES: PROVIDE NEW EXTERIOR LIGHTING TO MATCH EXISTING FIXTURE SPEC IN GENERATOR YARD. PROVIDE 277V FIXTURE. MOUNT ON UNISTRUT FRAME. lion `<.. UPS -c1 BATT as P-05 FUTURE P-04 FUTURE P-03 NEW P-02 NEW P -01 - NEW UtUPY-1 BATT GB UIUP11-2 BUT ChB UIUP11-2 BAIT CAB MCC -1/C-5 pD P DU ,, TS Scale For Microfilming WP4GFi LA -22 iSWBD SHB — PROVIDE 'L 36 277V PHOTOCELL. HA -22 ..u..,,. ==== WPT7wp"#10 WP/1 -4-4--- EXISTING GENERATOR TO REMAIN Stantec 4100 194th Street SW Suite 400 Lynnwood Washington 98036-4613 (206) 667-0555 FIXUTRE SPECS TO MATCH EXISTING date 8 AM By.UMAMADAMINOV CH -03 FUTURE CH -04 FUTURE 11/04/16 detailed J. KIM designed U.MAMADAMINOV checked T. JANOF REVIEWED FOR CODE COMPLIANCE APPROVED JANE! 1 7 2017 a Zayo Gr mpaCornpany CD N 0 > 0 V: \2048\AC11VE\204819836\CAD-BIM\E10 LA-3LA _ 34 r... L22 a.. #10 #104-,x.,. HA -22 • d"GFI,WP 1 ELECTRICAL PLAN SCALE: AS INDICATED 0 4 8 16 24 1 inch plotted If measurement is other than 1 inch then the plot is reduced. City of Tukwila BUILDING DIVISION! ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 INTERNATIONAL BLVD TUKWILA, WA 98188 RECEIVED CITY OF TUKWILA NOV 0 9 2016 ELECTRICAL PLAN PERMIT CENTER project I contract CONTRACT drawing FOR REFERENCE ONLY E-101 heet 2 file E101.DWG MEIN rev. 1 sheets E Scale For Microfilming 1 2 3 4 5 6 7 9 10 11 12 13 14 9 AM By. UMAMADAMINOV N O 0 N 17.1O CO (73 O i Q c0 O i 0 1 2 6 1 inch plotted If measurement is other than 1 inch then the plot is reduced. Feet ELECTRICAL POWER PLAN ENLARGED E3.02 SCALE: AS INDICATED CRAC 1 / / 1 SWBD SHA 0 1 2 �Au��woxa,� 1 inch plotted If measurement is other than 1 inch then the plot is reduced. Feet ELECTRICAL POWER PLAN ENLARGED E3.02 SCALE: AS INDICATED SECTION A SECTION B SECTION C 8-1 SPARE C-1 PANEL 'HB' A-1 ABANDON EXISTING STARTER FOR P-1 B-2 SPARE C-2 SPARE A-2 ABANDON EXISTING STARTER FOR P-2 B-3 SPARE C-3 TXG2 C-4 NEW P-01 A-3 SPARE B-4 NEW P-03 C-5 NEW P-02 3 MCC -1 ELEVATION E3.02 SCALE: N.T.S. FOR REFERENCE ONLY REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1 7 2017 City of Tukwila BUILDING DIVISION DI RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER no.I date 1 11/04/16 by JJJ ckd 1 description KWL ISSUED FOR PERMIT Stantec 4100 194th Street SW Suite 400 Lynnwood. Washington 98036-4613 (206) 667-0555 date 11/04/16 designed U.MAMADAMINOV detailed J. KIM checked T. JANOF aZayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 INTERNATIONAL BLVD TUKWILA, WA 98188 MAIN ELECTRICAL ROOM LAYOUT & MCC -1 ELEVATION project I contract CONTRACT drawing E-102 110101001111 rev. 1 eet 3 of 5 sheets ile E102.DWG a) ° E Scale For Microfilming Nov 04, 2016 9:19 AM By.UMAMADAMINOV V: \2048\AC11VE\204819836\CAD—BIM\E60 10 11 12 13 14 GENERAL NOTES: 1. SET BREAKERS PER COORDINATION STUDY. (STUDY BY OTHERS) FLAG NOTES: PROVIDE NEW LSI 700A, 65kAIC CIRCUIT BREAKER FOR CHILLER. DEMOLISH EXISTING FEEDER AND BREAKER AFTER NEW CHILLERS ARE INSTALLED. DEMOUSH EXISTING FEEDERS TO PUMPS, P1 AND P2. ABANDON EXISTING STARTERS AND RE -LABEL THEM AS "SPARE" ON MCC -1. PROVIDE NEW 100A, 65kAIC CIRCUIT BREAKER FOR NEW PUMP. PROVIDE 20A -1P BREAKER FOR CHILLER YARD UGH11NG. AIC RATING TO MATCH EXISTING. SHB 3000A SWITCHBOARD 480/277V, 3PH, 4W, 65K AIC SCL TRANSFORMER 4160/2400V DELTA SECONDARY MV1 4160/2400V MAIN SWITCHGEAR 2000A I - O8 OOHcp \� N J Q O Q co Ca CJ OJ ^ Ca TO DP1 DIST. PANEL MAIN BREAKER CO o"--- (2) 3-1/2"C, 3-500KCMIL, 1#1/0G WP Z 800A (2) 3-1 /2"C, 3-500KCMIL, G 1#1/OG 531 MCA 65KA cD O C' CD S2 SIZE E BOX SWITCHBOARD SHA 3000A, 480/277V, 3PH, 4W, 65K AIC TO DP1 DIST. PANEL TIE BREAKER ( 10003 MECH 60004 MCC -1, 600A 480/277V 0 0 2000AF 2000AT LSG "NO" MECH MECH (RA -4-/) CRA -S-A 60004 ATS -IB -MCC -A 600A 480V, 3PH-4W, 4 -POLE 42k AIC CODE SIZE SPLICE BOX ATS CRA -1 THRU 5 100A MANUAL TRANSFER SWITCH 65K AIC, TYP 60004 o (� 0 600NG 300004 C7 PANEL HA 2 MW 4160V GENERATOR A 2 MW 4160V GENERATOR A TXMV1B 3100AS 90AF CRAC-8. TXG-1 75kVA TRANSFORMER 480V PRIMARY 208/120V SECONDARY D PANEL LA NEW BREAKER LIST FOR PANEL 'LA' CIRCUIT NUMBER BREAKER SIZE BREAKER DESCRIPTION 01 02 03 32 04 CHILLER (CH -01) CONTROL CIRCUIT 34 05 -7--, MVA -MAIN 450AT 2000AF TXMV1A ? 450AT ( 2000AF , TXMV1B 450AT 2000AF 38 15A -1P, 10kAIC CHILLER (CH -02) CONTROL CIRCUIT GENERATOR 4, GENERATOR BREAKER BREAKER 1200AF 1200AF GEN-BKR-1 GEN-BKR-2 MV1 4160/2400V MAIN SWITCHGEAR 2000A I - O8 OOHcp \� N J Q O Q co Ca CJ OJ ^ Ca TO DP1 DIST. PANEL MAIN BREAKER CO o"--- (2) 3-1/2"C, 3-500KCMIL, 1#1/0G WP Z 800A (2) 3-1 /2"C, 3-500KCMIL, G 1#1/OG 531 MCA 65KA cD O C' CD S2 SIZE E BOX SWITCHBOARD SHA 3000A, 480/277V, 3PH, 4W, 65K AIC TO DP1 DIST. PANEL TIE BREAKER ( 10003 MECH 60004 MCC -1, 600A 480/277V 0 0 2000AF 2000AT LSG "NO" MECH MECH (RA -4-/) CRA -S-A 60004 ATS -IB -MCC -A 600A 480V, 3PH-4W, 4 -POLE 42k AIC CODE SIZE SPLICE BOX ATS CRA -1 THRU 5 100A MANUAL TRANSFER SWITCH 65K AIC, TYP 60004 o (� 0 600NG 300004 C7 PANEL HA 2 MW 4160V GENERATOR A 2 MW 4160V GENERATOR A TXMV1B 3100AS 90AF CRAC-8. TXG-1 75kVA TRANSFORMER 480V PRIMARY 208/120V SECONDARY D PANEL LA NEW BREAKER LIST FOR PANEL 'LA' CIRCUIT NUMBER BREAKER SIZE BREAKER DESCRIPTION 22 20A -1P, 10kAIC CHILLER YARD RECEPTACLE (GF) 32 20A -1P, 10kAIC CHILLER (CH -01) CONTROL CIRCUIT 34 15A -1P, 10kAIC CHILLER (CH -01) CONTROL CIRCUIT 36 20A -1P, 10kAIC CHILLER (CH -02) CONTROL CIRCUIT 38 15A -1P, 10kAIC CHILLER (CH -02) CONTROL CIRCUIT wI °CL TXG-2 75kVA TRANSFORMER 480V PRIMARY 208/120V SECONDARY PANEL LB VFD VFD VFD 1 1/40C, 3#4, 1#8G </ 1-1/4"C, P-03 P-01 <P-02> 50HP 50HP 50HP 3#4, 1#8G ir9 v) PANEL HM1 (2) 3-1/20C, 3-500KCMIL, 1#1/0G (2) 3-1/20C, 3-500KCMIL, 1#1/OG 531 MCA CH -0 WP 65KA 4/4 BATT "Al -BATT3" BATT "A1- BATT2" BATT "Al -BATT 1" 600A 0 600A r O 600A 0 0 1 o JF 0 JCC C 800C3 NEW 500kW UPS -A1 CONVRTR P 80003 INVR. S 80003 0_ C ° 7-� CD N 00 t17 800A/3P LSI BP -A1 800A PANEL 480V, 3PH-3W, 65K AIC ( 80003 -t TO PANEL U1DP2 ATS -MV -B 600A 4160, 3PH-3W, 40K AIC, 3 -POLE 4160V 480/277SEC 2500 kVA NEMA 3R a_ CO CL CD CO 1 TXMV1A a_ Q CD p -100 80003 0J CD (n S NEW 500kW UPS -B1 CONVRTR ATS -MV -A 600A 4160, 3PH-3W, 40K AIC, 3 -POLE 4160V 480/277SEC 2500 kVA 1 CO U1 0 0 3000A BATT B 1-BATT3" BATT BATT "B 1-BATT2" "B1-BATT1" II 600A I 600A o 0 0 0 600A 0 0 INVR. 80003 800C3 0_ ro Ococo 0- < (0 J CDLL 0 IN CO V) "NC" BP -B1 800A PANEL 480V, 3PH-3W, 65K AIC 'NO' 800A/3P LSI 0- V) CO 52L (n of FOR REFERENCE ONLY REVIEW"+.' R CODE Cc7 ell:MaICE APPIO'ED JAN 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 92016 PERMIT CENTER a iscr no.I date I by I ckd I description 1 11/04/16 JJJ KWL ISSUED FOR PERMIT C$ Stantec 4100 194th Street SW Suite 400 Lynnwood Washington 98036-4613 (206) 667-0555 date 11/04/16 designed U.MAMADAMINOV detailed J. KIM checked T. JANOF a Zayo Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 INTERNATIONAL BLVD TUKWILA, WA 98188 PARTIAL ELECTRICAL POWER RISER project I contract CONTRACT drawing ce rs rev. E-601 ME= 1 et 4 Ile E601.DWG sheets Scale For Microfilming 1 2 3 4 5 6 7 8 9 10 11 12 13 14 V: \2048\AC11VE\204819836\CAD—BIM\E602 Nov 04, 2016 9:19 AM By. UMAMADAMINOV LOAD CALCULATIONS Line Normal Power 1 2 3 4 5 6 7 8 9 10 11 12 13 MCC -1 New Pump, P-01 New Pump, P-02 New Pump, P-03 Deleted Pump, P1 Deleted Pump, P2 Total Load on MCC -1 ATS -IB -MCC -A New Pump, P-01 New Pump, P-02 New Pump, P-03 Deleted Pump, P1 14 Deleted Pump, P2 15 Total Load on ATS -IB -MCC -A 16 600A, 480Y/277V 65 A 65 A 65 A - 52 A -52 A 91 A 65 A 65 A 65 A - 52 A -52 A 91 A 17 SHB 18 125% of Existing peak metered load 19 Added Cabinet Load 20 Added Tape Drive Load 21 Added CRAC-7 22 New Chiller, CH -01 23 New Pump, P-01 24 New Pump, P-02 3000A, 480Y/277V 25 New Pump, P-03 26 Deleted Pump, P1 27 Deleted Pump, P2 28 Total Load on SHB 29 30 SHA 31 125% of Existing peak metered load 32 Added Cabinet Load 33 Added Tape Drive Load 34 Added CRAC-7 35 Added CRAC-8 36 New Chiller, CH -02 37 New Pump, P-01 38 New Pump, P-02 39 New Pump, P-03 40 Deleted Pump, P1 41 Deleted Pump, P2 42 Total Load on SHA 43 3000A, 480Y/277V 225 A x125% = 281.24 A 165.94 A 3.42 A 80.00 A 424.80 A 65 A 65 A 65 A - 52 A -52 A 1,046.40 A 766 A x125% = 957.50 A 165.94 A 3.42 A 80.00 A 80.00 A 424.80 A 65 A 65 A 65 A - 52 A - 52 A 1,802.66A 44 ATS -MV -A 45 125% of Existing peak metered load 46 Added Cabinet Load 47 Added Tape Drive Load 48 Added CRAC-7 49 Added CRAC-8 50 New Chiller, CH -02 51 New Pump, P-01 52 New Pump, P-02 53 New Pump, P-03 54 Deleted Pump, P1 55 Deleted Pump, P2 56 Total Load on ATS -MV -A 57 58 ATS -MV -B 59 125% of Existing peak metered Toad 60 Added Cabinet Load 61 Added Tape Drive Load 62 Added CRAC-7 63 Added CRAC-8 64 New Chiller, CH -01 65 New Pump, P-01 66 New Pump, P-02 67 New Pump, P-03 68 Deleted Pump, P1 69 Deleted Pump, P2 70 Total Load on ATS -MV -B 71 600A, 4160V 600A, 4160V 87 A x125% = 26 A x125% = 108.95 A 19.14 A 0.40 A 9.23 A 9.23 A 49.02A 7A 7A 7A -6 A - 6 A 206.47A 32.45 A 19.14 A 0.40 A 9.23 A 9.23 A 49.02A 7A 7A 7A - 6A - 6A 129.97A FOR REFERENCE ONLY REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila v 11/^ ,\J \ Y RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER ame ci 'e r15% No no.I date I by I ckd description 1 11/04/16 JJJ KWL ISSUED FOR PERMIT Stantec 4100 194th Street SW Suite 400 Lynnwood Washington 98036-4613 (206) 667-0555 date 11/04/16 designed U.MAMADAMINOV detailed J. KIM checked T. JANOF a Zap Group Company ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 INTERNATIONAL BLVD TUKWILA, WA 98188. LOAD CALCULATIONS, PANEL SCHEDULES project I contract CONTRACT drawing MEI rev. 1 sheets rn 0 E Scale For Microfilming 10 11 12 13 14 9 AM By.UMAMADAMINOV CO V: \2048\ACTIVE\204819836\CAD—BIM\E701 Nov 04, 2 SPECIFICATIONS SECTION 260100 — GENERAL PROVISIONS PROVIDE COMPLETE AND FULLY OPERATIONAL ALL ELECTRICAL SYSTEMS WITHIN THE PROJECT AREA, ALONG WITH POWER CONNECTIONS TO EQUIPMENT FURNISHED UNDER OTHER DIVISIONS OF THE SPECIFICATIONS. A. CODES: CONFORM TO THE NATIONAL ELECTRICAL CODE AND ALL OTHER CODES AND REGULATIONS AS ADOPTED AND AMENDED BY THE STATE OF WASHINGTON AND CITY OF SEATTLE INCLUDING THE AMERICANS WITH DISABILITIES ACT (ADA). B. PERMITS AND FEES: CONTRACTOR TO OBTAIN AND PAY FOR ALL REQUIRED LICENSES, PERMITS AND INSPECTIONS. C. COORDINATION: CONTRACTOR TO COORDINATE ELECTRICAL WORK WITH OTHER TRADES. D. WARRANTY: PROVIDE WARRANTY FOR ONE FULL YEAR AFTER COMPLETION. E. CONTRACT DRAWINGS: RACEWAYS AND OUTLET BOXES ARE SHOWN DIAGRAMMATICALLY ONLY AND THE LAYOUT DOES NOT NECESSARILY SHOW THE TOTAL NUMBER OF RACEWAYS NOR THEIR EXACT LOCATION. THE CONTRACTOR SHALL PROVIDE ALL RACEWAYS, BOXES, CABLES, AND OTHER MATERIALS REQUIRED FOR THE COMPLETE ELECTRICAL SYSTEMS SHOWN OR INDICATED ON THE CONTRACT DRAWINGS. F. RECORD DRAWINGS: AT THE CONCLUSION OF CONTACT WORK, PROVIDE THE OWNER WITH A COMPLETE SET OF REPRODUCIBLE DRAWINGS WITH ALL CHANGES CLEARLY AND LEGIBLY MARKED TO REFLECT THE AS—BUILT CONDITIONS. THESE DRAWINGS SHALL BE LABELED "AS—BUILT" AND CERTIFIED BY THE CONTRACTOR FOR ACCURACY. G. MAINTENANCE MANUALS: COMPLETE FOR EVERY SYSTEM. HARDBOARD COVERS WITH 3 RING BINDERS. H. QUALITY ASSURANCE: 1. MATERIALS AND SYSTEMS: PROVIDE UL LISTED AND LABELED MATERIALS WHERE LISTING SERVICE IS NORMALLY PROVIDED FOR A GIVEN PRODUCT. PROVIDE NEW AND SHIP TO JOBSITE IN ORIGINAL MANUFACTURER'S CONTAINERS OR BUNDLES. 2. WORKMANSHIP: ARRANGE WORK TO OBTAIN COORDINATED INSTALLA11ON. 3. DRAWINGS: FOR PURPOSE OF CLARITY AND LEGIBILITY, THE DRAWINGS ARE ESSENTIALLY DIAGRAMMATICAL ONLY. 4. ROUTING: EXACT ROUTING OF WIRING AND LOCA11ONS OF OUTLETS, PANELS, ETC. SHALL BE GOVERNED BY STRUCTURAL CONDITIONS, OBSTRUCTIONS AND EXISTING CONDITIONS. ARCHITECT RESERVES THE RIGHT AT NO INCREASE IN PRICE, TO MAKE REASONABLE CHANGES IN LOCA11ONS OF ELECTRICAL ITEMS EXPOSED AT CEILING AND/OR ON WALLS. I. COORDINATION: 1. WORK OUT ALL "TIGHT" CONDITIONS INVOLVING WORK UNDER THIS CONTRACT IN ADVANCE OF INSTALLATION. 2. COORDINATE ALL ELECTRICAL POWER AND CONTROL WIRING REQUIREMENTS OF MECHANICAL EQUIPMENT WITH MECHANICAL CONTRACTOR. 3. CONTRACTOR SHALL COORDINATE ALL TENANT—FURNISHED EQUIPMENT LOCA11ONS AND CONNECTION REQUIREMENTS WITH TENANT'S VENDOR PRIOR TO ROUGH—IN. CONTRACTOR SHALL MAKE ALL FINAL LINE VOLTAGE CONNECTIONS TO EQUIPMENT AS REQUIRED. 4. CONFIRM ALL ELECTRICAL EQUIPMENT AND SYSTEM PROGRAMMING NOMENCLATURE REQUIREMENTS WITH THE OWNER PRIOR TO SUBMITTALS AND ROUGH—IN. CONFORM TO ALL NAMING CONVENTIONS DEFINED THROUGHOUT THE PROJECT. SECTION 260126 — TESTING A. FURNISH ALL LABOR AND TEST EQUIPMENT AS REQUIRED UNDER THIS SECTION. B. FACILITIES ENGINEERING REPRESENTATIVE NEEDS TO BE PRESENT FOR FINAL TESTING. C. TEST ALL PANELS AND/OR BRANCH CIRCUITS FOR GROUNDS OR SHORTS. REPAIR DEFECTIVE WIRING AS REQUIRED. TEST EACH INDIVIDUAL CIRCUIT AT PANEL FOR PROPER OPERATION. D. AT COMPLETION OF WORK, PROVIDE WRITTEN CERTIFICATION THAT ALL SYSTEMS ARE FUNCTIONING PROPERLY WITHOUT DEFECTS. SEC11ON 260500 — BASIC MATERIALS AND METHODS INCLUDES GENERAL REQUIREMENTS FOR MATERIALS AND INSTALLATION METHODS, CUTTING BUILDING CONSTRUCTION, PAINTING, CLEAN—UP, AND WORKMANSHIP. A. MATERIALS: ALL MATERIALS SHALL BE NEW FREE FROM DEFECTS, AND SHALL HAVE BEEN TESTED AND LISTED BY UNDERWRITERS LABORATORIES OR OTHER APPROVED TESTING ORGANIZATION AND SHALL BE SO LABELED. B. SUBSTITUTIONS: SHALL BE REVIEWED BY THE ENGINEER. C. WORKMANSHIP: SHALL BE OF THE BEST QUALITY AND PERFORMED BY EXPERIENCED ELECTRICIANS UNDER SUPERVISION OF AN EXPERIENCED FOREMAN. D. NOISE TRANSMISSION: TO PREVENT NOISE TRANSMISSION (IN NEW CONSTRUCTION) BETWEEN ADJOINING ROOMS, ALL DEVICES ON OPPOSITE SIDES OF WALL TO BE SPACE A MINIMUM OF 6" APART (HORIZONTALLY PREFERRED). E. BRANCH CIRCUITING: NO MORE THAN SIX CURRENT CARRYING CONDUCTORS IN ANY ONE (1) HOMERUN. F. GROUNDING: PROVIDE SEPARATE GREEN GROUNDING CONDUCTOR IN ALL EQUIPMENT AND RECEPTACLE BRANCH CIRCUITS. SIZE PER NEC. G. SUBMITTALS: AFTER AWARD OF CONTRACT, SUBMIT THREE COMMON BOUND BROCHURES TO ENGINEER (ONE COPY RETURNED TO CONTRACTOR) CONTAINING CATALOG CUTS AND/OR SHOP DRAWINGS FOR THE FOLLOWING ITEMS: H. CUTTING AND PATCHING: DO NOT CUT STRUCTURAL MEMBERS. ALL CONSTRUCTION MATERIALS DAMAGED OR CUT INTO DURING THE INSTALLA11ON OF THIS WORK MUST BE REPAIRED OR REPLACED WITH MATERIALS BY SKILLED LABOR EXPERIENCED IN THAT PARTICULAR BUILDING TRADE. I. PAINTING: TOUCH—UP TO MATCH FACTORY PAINT ANY ELECTRICAL ITEMS SCRATCHED OR MARRED IN SHIPMENT OR INSTALLATION. J. CLEAN UP: CONTINUALLY REMOVE DEBRIS, CUTTINGS, CRATES, CARTONS, ETC. CAREFULLY CLEAN WIRING DEVICES, COVER PLATES, LIGHT FIXTURES, ETC., TO REMOVE PAINT AND PLASTER, ETC. SECTION 260510 — EXISTING SYSTEMS A. EXISTING SYSTEMS AND SYSTEMS ADJACENT TO THE WORK SHALL BE INVESTIGATED THOROUGHLY. ANY DAMAGE RESULTING FROM PERFORMANCE OF WORK UNDER THIS CONTRACT SHALL BE REPAIRED TO ASSURE CONTINUING OPERATION AND INTEGRITY DURING AND AT COMPLETION OF THE PROJECT AT NO INCREASE IN CONTRACT COST. ANY EXISTING WIRING SERVING DEVICES TO REMAIN IN SERVICE AND WHICH IS INTERRUPTED BY WORK PERFORMED UNDER THIS CONTRACT SHALL BE REROUTED TO MAINTAIN CIRCUIT CONTINUITY. CONTRACTOR SHALL ASSUME THE RISK OF MAINTAINING EXISTING SYSTEMS EXCEPT RELOCATION OF WIRING OF #2 AWG AND ABOVE SHALL BE CONSIDERED AN ADDITIONAL COST IF NOT SHOWN TO BE RELOCATED. IF SUCH WIRING IS FOUND THE CONTRACTOR SHALL NOTIFY ENGINEER OF WIRING LOCATION, REASON IT MUST BE REMOVED AND COST OF RELOCATION AND RECEIVE THE OWNER'S APPROVAL BEFORE PROCEEDING WITH THE WORK. THE BUILDING WILL CONTINUE OPERATION DURING THE WORK AND IT IS ESSENTIAL THAT NO SYSTEMS OPERATION BE INTERRUPTED UNLESS SCHEDULED WITH THE OWNER. CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR UNSCHEDULED INTERRUPTIONS AND EXPEDIENT REPAIR. B. ALL CEILING AREAS IN PROJECT AREA. VERIFY THAT EXISTING RACEWAY SUPPORT SYSTEM FOR ALL EXISTING TO REMAIN RACEWAYS ABOVE EXISTING OR NEW ACCESSIBLE CEILINGS IS INSTALLED PER CODE. ADD NEW SUPPORTS AS NECESSARY. C. EXISTING SYSTEMS CONCEALED 1. THE ELECTRICAL DRAWINGS SHOW PORTIONS OF THE EXISTING ELECTRICAL SYSTEMS WHICH ARE TO REMAIN, BE REMOVED OR BE MODIFIED AS A PART OF THE CONTRACTOR'S WORK. CONCEALED FEATURES OF THE EXISTING SYSTEMS ARE DERIVED FROM RECORD DRAWINGS AND THE ENGINEER'S BEST JUDGMENT OF THE CONFIGURATION, BUT NO GUARANTEE IS MADE AS TO THEIR CORRECTNESS. 2. THE CONTRACTOR SHALL INSPECT THE EXISTING INSTALLATION PRIOR TO BIDDING AND SHALL MAKE HIS OWN JUDGMENT AS TO THE WORK REQUIRED TO PROVIDE A COMPLETE INSTALLATION AND DEMOLITION WITHIN THE INTENT OF THE CONTRACT DOCUMENTS. D. EXISTING SYSTEM DRAWINGS THE DRAWINGS SHOW PORTIONS OF THE EXISTING SYSTEMS WHICH ARE DERIVED FROM RECORD DRAWINGS. THE DRAWINGS ARE INCOMPLETE AND NO GUARANTEE IS MADE TO THEIR CORRECTNESS. THE CONTRACTOR SHALL ASSUME THERE IS 20% MORE ELECTRICAL SYSTEMS THAN SHOWN ON THE DEMOLITION AND EXISTING SYSTEM DRAWINGS. E. DEMOLITION WORK ALL DEMOLITION WORK REQUIRED UNDER THIS CONTRACT IS NOT SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL REMOVE ALL ELECTRICAL EQUIPMENT IN THE AREA BEING REMODELED WHICH IS NO LONGER IN SERVICE PRESENTLY OR AS A RESULT OF THIS CONTRACT. THE DEFINITION OF ELECTRICAL EQUIPMENT IS ANY EQUIPMENT MENTIONED IN THE NATIONAL ELECTRICAL CODE. F. TEMPORARY ELECTRICAL EQUIPMENT REMOVING, TEMPORARY HANGING BY CHAINS AND REINSTALLING IN CEILINGS OF LIGHT FIXTURES, SPEAKERS, DETECTORS, EXIT SIGNS AND OTHER ELECTRICAL EQUIPMENT IS NOT SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL INVESTIGATE THE CEILING DEMOLITION WORK AND INCLUDE THIS WORK IN THE BID. THE SEQUENCE OF WORK SHALL BE (1) REMOVE AND STORE FIXTURES, DETECTORS AND SPEAKERS ALONG WITH REMOVAL OF CEILING, (2) PROVIDE TEMPORARY SUPPORT FOR WIRED FIXTURES AND DEVICES TO BE REINSTALLED IN NEW CEILING AT APPROXIMATELY THE SAME LOCATION. USE CHAINS FOR LIGHTING FIXTURE SUPPORT, (3) CLEAN AND REINSTALL IN THE NEW OR REPLACED CEILINGS. PROVIDE NEW LAMPS WHEN SO NOTED. PROVIDE TEMPORARY RELOCATION OF EXIT SIGNS CONNECTED TO EXISTING EMERGENCY CIRCUITS AND REINSTALL IN THE ORIGINAL LOCATION WHEN EXIT IS REACTIVATED. G. PREMIUM 11ME PREMIUM 11ME SHALL BE INCLUDED IN THE BASE BID FOR ELECTRICAL SYSTEM(S) OUTAGES AND FOR OTHER WORK AS REQUIRED BY THE SCHEDULE, AS SHOWN ON THE DRAWINGS AND AS NOTED IN OTHER DIVISIONS OF THE SPECIFICATIONS. H. WORK OUTSIDE OF REMODEL AREAS CAUTION — THIS WORK IS NOT SHOWN ON THE CONTRACT DOCUMENTS. PROVIDE NEW WIRING SYSTEMS IN CONCEALED CEILING SPACES TO SWITCHBOARDS, PANELBOARDS, COMMUNICA11ON AND SIGNALING AND SYSTEM CONTROL PANELS. PROVIDE NEW CONDUIT SYSTEMS IN CEILING SPACES OF FLOOR BELOW REMODEL FLOORS. REMOVE AND RELOCATE ELECTRICAL EQUIPMENT IN THE WAY OF OTHER TRADES WORK INSTALLED UNDER THIS CONTRACT. SPACES ABOVE EXISTING CEILINGS ARE HIGHLY CONGESTED. ROUTE WIRING AROUND OBSTRUCTIONS AND PROVIDE PULL BOXES PER CODE. I. EXISTING MATERIALS ALL MATERIALS WHICH ARE A PART OF THE BUILDING SHALL REMAIN THE PROPERTY OF THE OWNER. J. EXISTING MATERIALS TO BE REINSTALLED EXISTING MATERIALS AND EQUIPMENT (EXCEPT INTERIOR, UNDAMAGED RACEWAYS) THAT ARE REMOVED AS A PART OF THE WORK OR STORED IN SURPLUS SHALL NOT BE REINSTALLED AS A PART OF THE NEW SYSTEMS UNLESS SPECIFICALLY NOTED OR AUTHORIZED IN WRITING BY THE OWNER. FORWARD A COPY OF THE AUTHORIZATION TO THE ENGINEER. THE REQUIREMENTS OF THE SPECIFICATIONS (I.E., CONDITION, INSTALLATION, TESTING, ETC.) SHALL APPLY AS IF THE MATERIALS WERE NEW, FURNISHED BY THE CONTRACTOR. K. EXISTING MATERIALS NOT TO BE REINSTALLED ALL MATERIAL TO BE DEMOLISHED AND DEBRIS SHALL BE LEGALLY DISPOSED OF BY THE CONTRACTOR. L. EXISTING RACEWAYS THE CONTRACTOR MAY REUSE THE EXISTING RACEWAYS IF NO OTHER SYSTEMS OCCUPY THE RACEWAY, RACEWAYS AND ENCLOSURES ARE ELECTRICALLY AND MECHANICALLY CONTINUOUS AND NEW WIRING IS PROVIDED. NO WARRANTY IS MADE AND THE CONTRACTOR SHALL ASSUME THE RISK OF USING EXISTING OUTLET BOXES AND RACEWAY SYSTEMS. M. EXISTING CONDITIONS EXAMINE THE STRUCTURE, BUILDING, AND CONDITIONS UNDER WHICH ELECTRICAL WORK IS TO BE INSTALLED FOR CONDITIONS DETRIMENTAL TO PROPER AND TIMELY COMPLETION OF ELECTRICAL WORK. DO NOT PROCEED WITH WORK UNTIL DEFICIENCIES OR DETRIMENTAL CONDITIONS HAVE BEEN CORRECTED. REPORT DEFICIENCIES OR DETRIMENTAL CONDITIONS OF EXISTING ELECTRICAL WORK WHICH MIGHT BE UNSUITABLE TO CONNECT WITH OR RECEIVE OTHER WORK. FAILURE TO SO REPORT SHALL CONSTITUTE ACCEPTANCE OF OTHER WORK AS BEING FIT AND PROPER FOR THE RECEPTION OF ELECTRICAL WORK. N. EXISTING SYSTEMS MAINTAINED GENERAL REROUTE EXISTING CIRCUITS THAT ARE INTERRUPTED AS A RESULT OF THIS CONTRACT THAT SERVE DEVICES TO REMAIN IN SERVICE. 1. POWER CIRCUITS TRACE OUT AND IDENTIFY LOADS AND SYSTEMS BEING SERVED. PROVIDE TEMPORARY WIRING, SCHEDULE OUTAGE AND RECONNECT LOADS TO TEMPORARY WIRING. PROVIDE NEW WIRING IN NEW LOCATION. SCHEDULE OUTAGE, DISCONNECT TEMPORARY WIRING, AND CONNECT LOADS TO NEW WIRING. 2. SIGNAL AND COMMUNICATION SYSTEMS TRACE OUT AND IDENTIFY DEVICE AND SYSTEMS BEING SERVED. PROVIDE TEMPORARY WIRING TO MAINTAIN OPERATION OF SYSTEM THROUGHOUT FACILITY. SCHEDULE OUTAGE AND CONNECT TO TEMPORARY WIRING AND TEST SYSTEM. PROVIDE NEW WIRING AND NEW EQUIPMENT IN PROJECT AREA. SCHEDULE OUTAGE, DISCONNECT TEMPORARY WIRING AND CONNECT NEW WIRING AND NEW EQUIPMENT AND TEST SYSTEM. 0. DEMOLITION SIGNALING AND COMMUNICA11ON SYSTEMS, LIGHTING FIXTURES, OTHER ELECTRICAL EQUIPMENT FREE STANDING OR SURFACE MOUNTED, RACEWAY (EXPOSED) AND CONDUCTORS; WHICH ARE NO LONGER IN SERVICE PRESENTLY OR AS A RESULT OF THIS CONTRACT SHALL BE REMOVED. UNUSED FLUSH MOUNTED DEVICES, OUTLET AND OTHER BOXES IN FINISHED AREAS SHALL BE REMOVED FROM WALL AND THE REMAINING HOLE PATCHED TO MATCH ADJACENT WALL SURFACES. UNUSED RACEWAYS AND SLEEVES EMBEDDED IN CONCRETE SHALL BE CUT FLUSH AT CEILING, FLOOR OR WALL AND FILLED WITH GROUT. ALL UNUSED RACEWAYS ABDVE CEILINGS SHALL BE REMOVED. CONTRACTOR SHALL REMOVE ALL FLOOR, WALL OR CEILING MOUNTED ELECTRICAL EQUIPMENT IN THE "DEMOLITION AREA" INDICATED ON THE DRAWINGS EVEN IF THE EQUIPMENT/OR DEVICE IS NOT SHOWN ON THE PROJECT DRAWINGS. IF CONTRACTOR QUESTIONS WHETHER A PARTICULAR DEVICE IS TO BE REMOVED NOTIFY THE ENGINEER NOTING TYPE AND LOCA11ON OF DEVICE. IF SO DIRECTED THE CONTRACTOR SHALL MAINTAIN THE EXISTING DEVICE IN SERVICE WITHOUT ANY CHANGE N CONTRACT PRICE. P. POWER OUTAGES 1. SCHEDULED OUTAGES. THE EXISTING FACILITY WILL CONTINUE ITS NORMAL OPERATION DURING THE CONSTRUCTION WORK; THEREFORE IT IS REQUIRED THAT THE CONTRACTOR SCHEDULE ELECTRICAL SYSTEM(S) OUTAGES WITH THE OWNER OR BUILDING MANAGEMENT. SUBMIT A WRITTEN REQUEST FOR A POWER OUTAGE AT LEAST ONE WEEK IN ADVANCE IDENTIFYING THE AREAS, AND SYSTEMS THAT WILL BE AFFECTED, TIME AND DURATION OF THE POWER OUTAGE. THE CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED WITH THE OUTAGE AND SHALL RE—NOTIFY THE OWNER OR BUILDING MANAGEMENT VERBALLY AT LEAST ONE HOUR PRIOR TO THE OUTAGE AND ALSO NOTIFY THE OWNER WHEN THE OUTAGE IS COMPLETED. 2. UNSCHEDULED OUTAGES. IN THE EVENT THAT THE CONTRACTOR'S WORK CAUSES OR CONTRIBUTES TO AN UNSCHEDULED SYSTEM(S) OUTAGE (OR OTHER SYSTEM FAULT), THE CONTRACTOR IS RESPONSIBLE FOR IMMEDIATELY CORRECTNG THE PROBLEM. INCLUDED (AS EXAMPLES) SHALL BE ANY PREMIUM 11ME REQUIRED TO STAY ON THE JOB SITE UNTIL PROBLEM IS CORRECTED AND AIR FREIGHT FOR PARTS NOT LOCALLY AVAILABLE. Q. ACCESS TO PERFORM WORK CAREFULLY REMOVE, STORE OR TEMPORARILY HANG AND RE—INSTALL IN UNDAMAGED CONDITION ALL ELECTRICAL EQUIPMENT, LIGHTING FIXTURES AND CEILING TILES WHERE ACCESS TO PERFORM WORK IS REQUIRED. CLEAN PRIOR TO RE—INSTALLATION. R. NEW DEVICES IN REMODEL AREAS PROVIDE FLUSH MOUNTING FOR DEVICES IN EXISTING WALLS. FISH CONDUIT IN WALL. WHERE EXISTING BOXES ARE INDICATED TO BE REUSED, EXTEND BOX AS NECESSARY AND PROVIDE NEW DEVICES AND PLATES. CONTRACTOR IS CAUTIONED THAT THE EXISTING BUILDING CONTAINS CLAY 11LE AND CONCRETE WALLS. NEW DEVICES MAY REQUIRE CUTTING, PATCHING, AND PAINTING OF WALLS AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL CUTTING, PATCHING AND PAINTING REQUIRED FOR THE INSTALLATION OF THE DIVISION 16 WORK. CONTRACTOR SHALL INVESTIGATE EXISTING AREAS PRIOR TO BID AND SHALL INCLUDE ALL COSTS OF SUCH WORK IN THE BID. THIS FACILITY HAS WIRING EMBEDDED IN RACEWAYS IN CONCRETE SLABS. PROVIDE NEW CONCEALED WIRING TO LAST OUTLET OR PULL BOX BEFORE HOMERUN TO PANEL SECTION 260519 — LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES A. PROVIDE ALL WIRE AND CABLE COMPLETE. COPPER, INSULATED FOR 600V. ALUMINUM OR COPPER CLAD ALUMINUM CONDUCTORS NOT PERMITTED. TYPE THW, THWN/THHN OR XHHW. NUMBER 12 AWG MINIMUM FOR POWER AND LIGHTING CIRCUITS. B. SPLICES: SOLDERLESS TYPE ONLY. PRE—INSULATED "TWIST—ON" TYPE (LIMITED TO SIZE #10 AND SMALLER). BOLT OR COMPRESSION SET TYPE WITH APPLICATION OF PREFORMED INSULATED COVER, HEAT SHRINKABLE TUBING OR PLASTIC INSULATED TAPE ACCEPTABLE FOR ALL SIZES. C. TERMINATIONS: COMPRESSION SET, BOLTED OR SCREW TERMINAL. CONDUCTORS #12 AND SMALLER SHALL UTILIZE EYE OR FORKED TONGUE TYPE COMPRESSION SET TERMINATOR WHEN TERMINATION IS TO A BOLTED SCREW SET TYPE TERMINAL BLOCK OR TERMINAL CABINET. D. COLOR CODE: 480 MARKING BRN, ORG, YELL, GRAY NEUTRAL 208 MARKING BLK, RED, BLU, WHITE NEUTRAL E. BRANCH CIRCUITS: COPPER. SOLID FOR NO. 10 AWG AND SMALLER; STRANDED FOR NO. 8 AWG AND LARGER. F. MULIICONDUCTOR CABLE IS PERMITTED ONLY AS DETAILED IN THE DRAWINGS. COMPLY WITH NEMA WC 70 FOR ARMORED CABLE, TYPE AC METAL—CLAD CABLE, TYPE MC AND TYPE SO WITH GROUND WIRE. G. ALL 480/277V WIRING WILL BE SEPARATED FROM THE 208/120V WIRING AT ALL 'TIMES. EXCEPTIONS: MOTOR CONTROLS. SECTION 260526 — GROUNDING PROVIDE A GROUNDING SYSTEM FOR EQUIPMENT AND DEVICE GROUND AS REQUIRED BY CODE. A. ALL NEW AND EXISTING RECEPTACLES TO HAVE GROUNDED POLES. SEC11ON 260533 — RACEWAYS AND BOXES A. PROVIDE RACEWAY SYSTEM COMPLETE AND IN CONFORMANCE WITH CODE. INSTALL RACEWAYS CONCEALED IN CONSTRUCTION FOR ALL AREAS UNLESS EXPOSED RACEWAYS ARE SPECIFICALLY SHOWN. B. PROVIDE 1" RACEWAY FOR HOMERUNS AND MAJOR CEILING CONDUIT RUNS. RACEWAY DROPS DOWN WALLS AND RACEWAY CARRYING 2 CURRENT CARRYING CONDUCTORS CAN BE 3/4". MINIMUM RACEWAY SIZE IS 3/4" C. PROVIDE PULLWIRE IN ALL EMPTY RACEWAYS. D. INTERIOR RACEWAYS: ELECTRICAL METALLIC TUBING (EMT) WITH STEEL COMPRESSION OR SET SCREW FITTINGS. INDENTOR, DRIVE—ON AND PRESSURE CAST ON DIE CAST TYPE SET SCREW FITTINGS ARE NOT ACCEPTABLE. E. RACEWAY PENETRATIONS: PENETRATIONS THROUGH FIRE RATED CONSTRUCTION SHALL BE SEALED USING 3M FIRE BARRIER CAULK, NELSON ELECTRIC FLAMESEAL OR T & B FLAMESAFE OR USE OTHER METHOD APPROVED BY THE ARCHITECT. F. PROVIDE AND SIZE OUTLET BOXES FOR DEVICES SUCH AS RECEPTACLES, SWITCHES AND LIGHT FIXTURES AND PULL BOXES AS REQUIRED IN THE CONDUIT SYSTEM PER THE NATIONAL ELECTRICAL CODE. CONTRACTOR SHALL COORDINATE WITH GENERAL CONTRACTOR TO DETERMINE ANY SPECIALTY INSTALLATION REQUIREMENTS DUE TO FIRE RATINGS, CORE WALLS, ETC. G. INTERIOR WIRING: PRESSED STEEL, ZINC COATED WITH PLASTER RING WHERE APPLICABLE. MOUNT OUTLET BOXES FOR RECEPTACLES AND OTHER DEVICES AT 18", UNLESS OTHERWISE NOTED. C. RECEPTACLES: 208V SINGLE PHASE RECEPTACLES: PROVIDE NEMA TYPE RECEPTACLES AS INDICATED ON DRAWINGS. DEVICES SHALL BE UL LISTED. PROVIDE DEVICES FROM ACCEPTABLE MANUFACTURERS; HUBBELL, LEVITON, PASS & SEYMOUR. GROUND FAULT CIRCUIT INTERRUPTER (GFCI) RECEPTACLE: SPECIFICATION GRADE, NEMA 5-15R CONFIGURATION, DUPLEX RECEPTACLE WITH 4-6 MILLIAMPS LEAKAGE CURRENT TRIP LEVEL FEED THROUGH TYPE TO PROTECT DOWNSTREAM RECEPTACLES ON THE SAME CIRCUIT. HUBBELL GFR5352L, LEVITON 7590 OR PASS & SEYMOUR 2095. COMBINATION GROUND FAULT CIRCUIT INTERRUPTER (GFCI) / SAFETY RECEPTACLE: COMBINATION U.L. LISTED GFCI AND TAMPER RESISTANT RECEPTACLE, AUTOMATIC MECHANICAL SHUTTER TO PREVENT OBJECTS FROM BEING INSERTED INTO RECEPTACLES. PASS & SEYMOUR 2095TR, HUBBELL GFTR20. D. INTERIOR DEVICE PLATES: STAINLESS STEEL WITH 302 SATIN FINISH. E. IDENTIFICATION: EMERGENCY RECEPTACLES DEVICE PLATES SHALL BE LABELED WITH "EMERGENCY" ABOVE THE RECEPTACLE IN 3/16" HIGH RED FILLED LETTERS ALSO LABELED BELOW THE RECEPTACLE THE PANELBOARD AND CIRCUIT NUMBER SERVING THE RECEPTACLE. NORMAL RECEPTACLE DEVICE PLATES SHALL BE LABELED BELOW WITH PANELBOARDS AND CIRCUIT NUMBER (BLACK FILLED LETTERS). RECEPTACLE COVERPLATES FOR RECEPTACLES OTHER THAN 15 AND 20 AMP SHALL BE LABELED WITH AMPERE RATING, VOLTAGE AND PHASE. UTILIZE MACHINE PRINTED ADHESIVE FILM LABELS BY THERMAL TRANSFER OR EQUIVALENT PROCESS. F. PROVIDE A GFCI RECEPTACLE WITHIN 5'-0" OF ALL WATER SOURCES. SECTION 262816 — DISCONNECTS AND FUSED SWITCHES A. PROVIDE STANDARD DUTY TYPE DISCONNECT SWITCHES FOR EQUIPMENT, SIZED PER CODE. EQUIPMENT SIZING SHOWN ON DRAWINGS SHALL BE CONFIRMED AND REVISED AS REQUIRED TO MEET NEC. B. FUSES TO BE SIZED AS DIRECTED BY MECHANICAL EQUIPMENT MANUFACTURER. C. WEATHER PROOF SWITCHES NOTED "WP" TO BE NEMA 3R LISTED EQUIPMENT. D. IDENTIFICATION: PROVIDE ENGRAVED PHENOLIC NAMEPLATE FOR ALL DISCONNECTS. FOR EQUIPMENT CONNECTED TO EMERGENCY PROVIDE 3/16" HIGH WHITE FILLED LETTERS ON RED BACKGROUND IDENTIFYING EQUIPMENT SERVED AND THE PANELBOARD AND CIRCUIT NUMBER SERVING THE EQUIPMENT. FOR EQUIPMENT CONNECTED TO NORMAL PROVIDE 3/16" HIGH WHITE FILLED LETTERS ON BLACK BACKGROUND IDENTIFYING EQUIPMENT SERVED AND THE PANELBOARD AND CIRCUIT NUMBER SERVING THE EQUIPMENT SEC11ON 270533 — CONDUITS AND BACKBOXES FOR COMMUNICATIONS SYSTEMS PROVIDE OUTLET BOXES AND RACEWAYS READY FOR THE INSTALLATION OF COMMUNICATION CABLES BY OWNER. A. OUTLET BOXES: 4" SQUARE, 2" DEEP W1TH SINGLE DEVICE PLASTER RING. B. COVERPLATES: BY OWNER. C. RACEWAYS: 3/4" FOR UP TO 4 CABLES, 1" FOR UP TO 6 CABLES WITH PLASTIC BUSHING ON ALL RACEWAY ENDS. ROUTE RACEWAY TO ABOVE ACCESSIBLE CEILING SPACE. CONFIRM AT BIDDING PERIOD ALL ROUTING REQUIREMENTS WITH OWNER FOR RACEWAY QUANTITIES AT BIDDING. PROVIDE PULL—STRING. E. IDENTIFICATION LABELS COMPLY W1TH 11A/EIA-606—A AND APPLICABLE REQUIREMENTS IN THIS, SECTION. MACHINE PRINTED SELF—ADHESIVE, SMUDGE RESISTANT LABELS FOR CABLES AND FACE—PLATES. LABELS SHALL BE APPROPRIATELY SIZED FOR CABLE DIAMETER. LABELS SHALL BE APPROPRIATELY COLORED FOR FACE—PLATE COLOR CONTRAST. SUBMIT SAMPLE LABELS FOR APPROVAL. F. FOLLOW MANUFACTURERS' INSTRUCTIONS FOR INSTALLING COMPONENTS AND ADJUSTING ALL EQUIPMENT AND TELECOMMUNICATIONS CABLES. WHERE NO INSTRUCTIONS ARE INCLUDED WITH THE EQUIPMENT, FOLLOW ACCEPTED INDUSTRY PRACTICES AND WORKMANLIKE INSTALLATION STANDARDS. G. KEEP ALL ITEMS PROTECTED BEFORE AND AFTER INSTALLATION, WITH DUST AND WATER PROOF BARRIER MATERIALS AS NECESSARY. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE INTEGRITY OF THE PROTECTIVE MEASURES THROUGHOUT THE LIFE OF THE PROJECT. H. COMPLY WITH BICSI TCI, 11A/EIA-568—B.1, 11Z/EIA-568—B.2, 11A/EIA-568—B.3, AND TIA/EIA-569—A. I. 4—PAIR UTP CABLE INSTALLATION PROVIDE 4—PAIR UTP CABLES FROM THE TDF ROOMS TO THE COMMUNICA11ON OUTLETS AS SHOWN ON THE DRAWINGS. TERMINATE THE CABLES ONTO 8—PIN MODULAR PANELS IN THE TDF AND ONTO 8—PIN MODULAR CONNECTORS AT THE OUTLET LOCA11ON. ROUTE THE CABLES IN THE ACCESSIBLE CEILING AREA. SUPPORT THE CABLES WITH J—HOOKS INSTALLED AT A MAXIMUM SEPARATION OF 48—INCHES IN ROUTE BACK TO THE CABLE TRAYS. DO NOT ALLOW UTP CABLES TO RUN PARALLEL WITH ELECTRICAL CABLES/CONDUITS, UNLESS THEY ARE SEPARATED BY A MINIMUM OF 12 INCHES. ANY TELECOMMUNICATIONS CABLES THAT MUST CROSS OVER ELECTRICAL CABLES/CONDUITS SHALL DO SO ONLY AT 90—DEGREE ANGLES. J. PROVIDE CATEGORY 6 8—PIN MODULAR CONNECTORS FOR THE TERMINATION OF ALL 4—PAIR CABLES. PROVIDE AN ACCOMPANYING FACEPLATE AND/OR MOUNTING PLATE AT THE APPROPRIATE OUTLET LOCA11ON. INSTALL FACEPLATES LEVEL AND ALIGN TO ADJACENT OUTLET FACEPLATES. K. IDENTIFICATION PROVIDE ON ALL OUTLET FACEPLATES INSTALLED UNDER THIS WORK, MACHINE—GENERATED LABELS WITH THE OUTLET ID, IN UPPERCASE LETTERING. LABEL SHALL BE OF A CONTRASTING COLOR TO THE FACEPLATE COLOR. PROVIDE ON ALL TERMINATION BLOCKS INSTALLED UNDER THIS WORK, MACHINE—GENERATED DESIGNATION STRIPS WITH THE CABLE ID AND PAIR NUMBER, IN UPPERCASE LETTERING. FOR REFERENCE ONLY REVIEWED FOR CODE COMPLIANCE APPROVED JAN 17 2017 City of Tukwila BUILDING DIVI31ON RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER a e ffis ' in e se N no.I date I by I ckd I description 1 11/04/16 JJJ KWL ISSUED FOR PERMIT Stantec 4100 194th Street SW Suite 400 Lynnwood Washington 98036-4613 (206) 667-0555 date 11/04/16 designed U.MAMADAMINOV detailed J. KIM checked T. JANOF a Zx+yo GroupCompany.� ZAYO GROUP, LLC zCOLO - TUKWILA FACILITY 3311 INTERNATIONAL BLVD TUKWILA, WA 98188 SYLBOLS & ABBREVIATIONS project contract CONTRACT drawin rev. -701 1 e 1 fila, E701.DWG sheets