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Permit M09-044 - MZIMA
MZIMA 12101 TUKWILA INTERNATIONAL BL EXPIRED OS -10 -10 M09 -044 Parcel No.: 0923049031 Address: Suite No: doc: IMC-10/06 CitAbf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 12101 TUKWILA INTERNATIONAL BL TUKW Contact Person: Name: JESSE MONTEZ Address: 7717 DETROIT AVE SW , SEATTLE WA Contractor: Name: MACDONALD /MILLER FAC SOL INC Address: PO BOX 47983 , SEATTLE, WA Contractor License No: MACDOFS980RU Value of Mechanical: $27,000.00 Type of Fire Protection: Furnace: <100K BTU >100K BTU Floor Furnace Suspended/Wall /Floor Mounted Heater Appliance Vent Repair or Addition to Heat /Refrig /Cooling System.... Air Handling Unit <10,000 CFM >10,000 CFM Evaporator Cooler Ventilation Fan connected to single duct Ventilation System Hood and Duct Incinerator: Domestic Commercial/Industrial MECHANICAL PERMIT Tenant: Name: MZIMA Address: 12101 TUKWILA INTERNATIONAL BL , TUKWILA WA Owner: Name: INTERNATIONAL GATEWAY WEST Address: 12201 TUKWILA INTERNATIONAL BLVD , SEATTLE WA DESCRIPTION OF WORK: INSTALL PIPING FROM EXISTING PIPING CONNECTIONS TO (20 NEW COMPUTER ROOM A/C UNITS EQUIPMENT TYPE AND QUANTITY 0 0 0 0 0 0 0 2 0 0 0 0 0 0 * * continued on next page ** M09 -044 a Permit Number: M09 -044 Issue Date: 04/30/2009 Permit Expires On: 10/27/2009 Phone: Phone: 206 - 768 -4288 Phone: 206 -768 -4180 Expiration Date: 12/31/2010 Fees Collected: $496.91 International Mechanical Code Edition: 2006 Boiler Compressor: 0 -3 HP /100,000 BTU 0 3 -15 HP /500,000 BTU 0 15 -30 HP /1,000,000 BTU.. 0 30 -50 HP /1,750,000 BTU.. 0 50+ HP /1,750,000 BTU 0 Fire Damper 0 Diffuser 0 Thermostat 0 Wood/Gas Stove 0 Water Heater 0 Emergency Generator 0 Other Mechanical Equipment Printed: 04 -30 -2009 Permit Center Authorized Signature: I hereby certify that I have read and e governing this work will be complied doc: IMC -10/06 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Signature: Print Name: K1 R Ltq n 1 • Permit Number: MO9 -044 Issue Date: 04/30/2009 Permit Expires On: 10/27/2009 Date: 0 9 1 fined this permit and know the same to be true and correct. All provisions of law and ordinances i, whether specified herein or not. f this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating The grant construct'on or the ormance of w• k. I am authorized to sign and obtain this mechanical permit. Date: 4 - 00/ 0 C l This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. M09 -044 Printed: 04 -30 -2009 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Parcel No.: 0923049031 Permit Number: M09 -044 Address: 12101 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 04/20/2009 Tenant: MZIMA Issue Date: 04/30/2009 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 5: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 6: 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. 7: ** *FIRE DEPARTMENT CONDITIONS * ** 8: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 9: H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #2051) 10: H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air- moving equipment upon detection of smoke in the main return -air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (IMC 606.1, 606.2.1) 11: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 12: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2051) 13: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2051) 14: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 15: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this doc: Cond -10/06 M09 -044 Printed: 04 -30 -2009 project. • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 17: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 18: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * * continued on next page ** M09 -044 Printed: 04 -30 -2009 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us • I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature: Print Name: CD Arzt✓* -o\\ doc: Cond -10/06 M09 -044 Date: 7 /- 0 /o c l ordinances governing or local laws regulating Printed: 04 -30 -2009 CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Mechanical Permit No. MECHANICAL PERMIT APPLICATION (For office use only) Project No. Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: 0923049309 Site Address: 12101 TUKWILA INTERNATIONAL BLVD Suite Number: New Tenant: Tenant Name: INTERGATE WEST BLDG C MZIMA Property Owners Name: MZIMA NETWORKS, INC Mailing Address: 12101 TUKWILA INTERNATIONAL BLVD TUKWILA City WA Floor: 1 ❑ Yes 0 ..No State 98168 Zip CONTACT PERSON - Who do we contact when your permit is ready to be issued Name: JESSE MONTEZ Mailing Address: 7717 DETROIT AVE SW SEATTLE WA 98106 City Zip E - Mail Address: JESSE.MONTEZ@MACMILLER.COM Fax Number: (206) 768 -4289 MECHANICAL CONTRACTOR INFORMATION Company Name: MACDONALD MILLER Mailing Address: 7717 DETROIT AVE SW City Contact Person: JESSE MONTEZ Day Telephone: E - Mail Address: JESSE.MONTEZ@MACMILLER.COM Fax Number: Expiration Date: Contractor Registration Number: MACDOFS980RU Company Name: Mailing Address: Contact Person: MACDONALD MILLER 7717 DETROIT AVE SW DOUG TURLEY E -Mail Address: H:\Applications\Forms- Applications On Line\2009 Applications \1 -2009 - Mechanical Permit Application.doc Revised: 1 -2009 bh Day Telephone: (206) 768 - 4288 SEATTLE State WA 98106 State (206) 768 -4288 (206) 768 -4289 12/31/2009 Zip ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State ENGINEER OF RECORD - All plans ust be we stamped by Engineer of Record SEATTLE City Day Telephone: Fax Number: WA State (206) 768 -4278 Zip 98106 Zip Page 1 of 2 Unit Type: } . . Qty •Unit Type: • .Qty Unitlype: . Qty Boiler /Compressor: . ..Qty Furnace <100K BTU Air Handling Unit >10,000 CFM 2 Fire Damper 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP /1,750,000 BTU Repair or addition to Heat/Refrig/Cooling System Incinerator — Domestic Other Mechanical Equipment Air Handling Unit <10,000 CFM Incinerator — Comm/Ind • Valuation of Project (contractor's bid price): $ 27,000 Scope of Work (please provide detailed information): NEW COMPUTER ROOM AC UNITS. Use: Residential: New El Replacement El Commercial: New ❑ Replacement Fuel Type: Electric Indicate type of mechanical work being installed and the quantity below: 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 extension of time for additional periods not to exceed 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 0 ' • ' THORIZED A Signature: Print Name: DARLA DOLL Mailing Address: 7717 DETROIT AVE SW Date Application Expires: Date Application Accepted: --x-o 7 H:\Appltcations\Fonns- Applications On Lme\2009 Applications \I -2009 - Mechanical Permit Application.doc Revised: 1 -2009 bh • • INSTALL PIPING FROM EXISTING PIPING CONNECTIONS TO 2 Gas ❑ Other: Day Telephone: (206) 768 -4278 SEATTLE City Date: 04/20/2009 WA 98106 State Staff Initials: Zip Page 2 of 2 Receipt No.: R09 -00598 Initials: User ID: Payee: WER 1655 ACCOUNT ITEM LIST: Description MACDONALD MILLER MECHANICAL - NONRES PLAN CHECK - NONRES 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us Payment Check 2104 496.91 Authorization No. TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 0923049031 Permit Number: M09 -044 Address: 12101 TUKWILA INTERNATIONAL BL TUKW Status: PENDING Suite No: Applied Date: 04/20/2009 Applicant: MZIMA Issue Date: Account Code Current Pmts 000.322.102.00.0 397.53 000/345.830 99.38 Total: $496.91 Payment Amount: $496.91 Payment Date: 04/20/2009 03:04 PM Balance: $0.00 ' AYMENT RECEIVED doc: Receiot -06 Printed: 04 -20 -2009 Project: 1M 1innA Type.of Inspection: .. mc h- IN Address: 121 0 t 1 —1-- f Date Called: Special Instructions: Date Wanted: — z l — 05 a.rr p.m. Requester: Phone No: _2_0 --5`i I -Z3 Ca I N 4 Approved per applicable codes. COMMENTS: 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 tJov-fi(, Ltm.f ►-/- a. ,A - : ,N, l e / lam ✓1 r: Da1z1 —v? Corrections required prior to approval. .00 REINSPECTION FE • EQUIR D. Prior to inspection, fee must be id at 6300 Southcenter Blv >., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Projec Type of Inspection: Address: 1 1 � ' r. Date Call =•: Special nstructions: 1 A l Date W S d: 0 l m Requester: Phone Na: 7 .0L7- s 1r . /1() I INSPECTION NO. CITYaQF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ins INSPECTION RECORD Retain a copy with permit c or: 60.00 REINSPECTIO FEE REQUI : D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., S ite 100. Call to schedule reinspection. Receipt No.: (Date: PERMIT NO. 1 1 2 (206)431 -3670 JESSE MONTEZ 7717 DETROIT AVE SW SEATTLE WA 98106 City of Tukwila RE: Permit No. M09 -044 12101 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: Department of Community Development Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 05/10/2010. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 05/10/2010, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No M09 -044 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 e Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 November 19, 2009 Darla Doll MacDonald Miller 7717 Detroit Ave SW Seattle, WA 98106 RE: Request for Permit Extensions Mechanical Permit Numbers M09 -044 Mzima —12101 Tukwila International BI Dear Ms. Doll, This letter is in response to your written request for an extension to Permit Number M09 -044. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Department will be extending the permit an additional 180 days from the date of expiration, through May 10, 2010. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, 'ter Marshall it Technician File: M09 -044 Department of Community Development W:\Pennit Center\Extension Letters\Permits\2009W109 -044 Permit Extension.doc Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 City of Tukwila / Department of Community Development Building Official / Permit Technician RE: Permit No. M09 -044 12101 TUKWILA INTERNATIONAL BLTUK W Permit Technician, Please extend this permit another 180 days. It is set to expire 11/11/2009 and because of the owner had not obtained an Electrical permit or had it finalized. This is causing a delay for MacDonald Miller to have the Mechanical Permit finalized — our work is complete. The owner is aware that this is the issue and is resolving it and we are waiting for them. If you have any questions please contact me at (206) 768 -4278 or by e-mail Darla.doll @macmiller.com Thank you, Darla Doll MacDonald Miller -10 ote=te-d g a- a-DR 11 -09 -2009 RECEIVED NOV 0 9 2009 COMMUNITY DEVELOPMENT \t,(k 19`) JESSE MONTEZ 7717 DETROIT AVE SW SEATTLE WA 98106 RE: Permit No. M09 -044 12101 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/11/2009. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 11/11/2009, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. M09 -044 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 City of Tukwila BUILDING Dlv'c " ^w POGGEMEYER DESIGN GROUP Structural Calcula For: MACDONALD MILLER & MzIMA Balcony Mechanical Units REVIEWED FOR CODE COMPLIANCE : (Building "C') PPROVED APR 2 7 2009 12101 Tukwila International Boulevard TUKWILA, WA 98168 POGGEMEYER DESIGN GROUP, INC. 1VW DIVISION Apri116, 2009 PDGJOB No. 8049 hN o Cop p /�.. Executive Letter Pg. 1 Calculations Pg. 2 — 22 t1O9O9 RECEIVED APR 2 0 2009 PERMIT CENTER 512 6th Street South, Suite 202 I Kirkland, Washington 98033 I P 425.827.59951 www.poggemeyer.com Steve Rink Account Manager MacDonald - Miller Facilities Solutions 12101 Tukwila International Blvd. Tukwila, WA 98168 Mr. Mink: POGGEMEYER DESIGN GROUP April 17, 2009 Subject: Executive Summary Building at 12101 Tukwila International Blvd. Analysis of Loads imposed by Cooling Units at First Floor Balcony of Intergate West Bldg "C" As requested, we have completed an analysis of the loads imposed by the Liebert SA3 and DSO -310 units at the balconies at the first floor of Intergate West Building C. We have also reviewed the increase in floor stress due to the proposed Liebert DE240G CRAC units (labeled CRU -30 and CRU -31 on MacDonald Miller "Intergate West Bldg C, Mzima" drawings, sheet TM0.01, TM0.02, dated March 25, 2009). The conclusions of this letter are limited to the balcony areas, please refer to key plan (Sheets 2 and 3). Based on our study, it is structurally acceptable to locate the (2) Liebert SA3 and (2) Liebert DSO -310 units, on the two balconies as shown on sheet 3. The floor and balcony, as shown in attached details (for reference only), is composed of 8" hollow core concrete planks, with a 4" topping slab. Our study also shows that the loads imposed by the CRAC units (labeled CRU -30 and 31) appear to be within the allowable stress limit, however, we recommend further study if more loads are placed on the floors within 4'-0" to either the north or south side, and within the area of the same width between Grids C and D. It shall be acceptable to attach these mechanical units to the concrete topping slab with 1/2" diameter A36 all - thread anchor bolts. Drill and epoxy bolt with either Simpson SET'" or Hilti RE -500 adhesive. Special inspection will be required to witness the bolt hole cleaning and epoxy bolt installation process (per manufacturer's specifications). These A36 anchor bolts shall have an embedment depth of 4" into the concrete. Also included with this letter are calculations to substantiate our conclusion. All steel used in the construction of the platform frame shall be treated to prevent corrosion — either some method of galvanization or a sealant paint may be used. Please feel free to contact me if you have any questions or comments. Sincerely, Ben Fisher I Project Engineer Poggemeyer Design Group, Inc. www.poggemeyer.com 512 Sixth Street South, Suite 202 Kirkland, WA 98033 Enclosed Calculations Package ion 512 6th Street South, Suite 202 I Kirkland, Washington 98033 I P 425.827.59951 www.poggemeyer_com �� IPS_IItC��p�� I' 16 d14.!1�� �► 11 1111!!111 \' Vi z a r m C) m z 0 BUILDIN 1ST FLOOR FRAMING PLAN (F -1) I POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Job Name MA L. 'ihlt.P,1L- 4..2t -A- 4 Made by Date 4/ Ile /DI IJob No. Checked by Date Sheet No. Description 2.3 Unit Dimensions Figure 1 Downflow (DH and DE models) cabinet and floor planning dimensional data PROJECTION OF DISPLAY BEZEL • 5/8 (16 mm) 2 (50.8mm) 72' (1829mm) SHADED AREAS M Overall Dimensio, INDICATE A RECOMMENDED Unit CLEARANCE OF 34" (864mm) ��Base FOR COMPONENT ACCESS AND FILTER REMOVAL FOR RECOMMENDED MINIMUM CLEARANCE, REFER TO THE INSTALLATION MANUAL. 8" (203mm) 1" (25.4mm) A Overall Dimension B Air Return Opening F Base UNIT DIMENSIONAL DATA STANDARD PIPING & ELECTRICAL OPENING (25.4mm) 4 9112 (241mm) 2' (50.8mm) L Air Return Opening 1 (25.4mm) REHEAT OR HUMIDIFIER PIPING OPENING (OPTIONAL STEAM & HOT WATER ONLY) AIR DISCHARGE OPENING UNITS WITH HIGH PRESSU RE VALVE 1' \F (25.4mm) 18" (457mm) 61/2' (165mm) K Air Return Opening Installation C FLOOR CUTOUT DIMENSIONS DPN000526 RevO Air Cooled Water Cooled Glycol Cooled GLYCOOL Dimensional Data inches (mm) 60 Hz 50 Hz A B C D E F G H J K L DH75A DH86W DH72G DE72G DH75A DH86W DH72G DE72G 74 (1880) 70 (1778) 35 (889) 32 (813) 72 (1829) 33 (838) 14 -1/4 (362) 54 -3/4 (1391) 35 -5/8 (905) 63 -1/2 1613 27 (686) DH114A DH127W DH110G DE110G DH115A DH128W DH111G DE111G 74 (1880) 70 (1778) 35 (889) 32 (813) 72 (1829) 33 (838) 14 -1/4 (362) 54 -3/4 (1391) 35-5/8 (905) 63 -1/2 1613 27 (686) DH125A DH138W DH116G DE116G DH130H DH143W DH121G DE121G 74 (1880) 70 (1778) 35 (889) 32 (813) 72 (1829) 33 (838) 14 -1/4 (362) 54 -3/4 (1391) 35 -5/8 (905) 63 -1/2 1613 27 (686) DH199A DH219W DH192G DE192G DH199A DH219W DH192G DE192G 99 (2515) 95 (2413) 35 (889) 32 (813) 97 (2464) Iii 97 (2464) 33 (838) 33 (838) 16 -1/4 (413) 16 -1/4 (413) 77 -3/4 (1975) 77 -3/4 (1975) 35 -5/8 (905) 35 -5/8 (905) 88 -1/2 (2248) 88 -1/2 (2248) 27 (686) 27 (686) DH245A DH267W DH240G DE240G DH245A DH267W DH240G DE240G 99 (2515) 95 (2413) 35 (889) 32 (813) DH290A DH315W DH265G DH290A DH315W DH265G 99 (2515) 99 (2515) 35 (889) 32 (813) 97 (2464) ) 33 (838) 16-1/4 (413) 77 -3/4 (1975 (1975) 35 -5/8 (905) DH380A DH412W DE363G DH380A DH412W DE363G 122 (3098) 118 (2997) 35 (889) 32 (813) 120 (3048) 33 (838) 16 -1/4 (413) 100 -3/ (2559} 35 -5/8 (905) 111 -11 (2832) 27 (686) Table 1 Downflow (DH and DE models) dimensions 5 Installation Capacity and Cooling Type Weight lbs (kg) 75A 1205 (547) 114A (115A) 1425 (647) 125A (130A) 1440 (645) Air Cooled Models 199A 1840 (835) DHNH, 60 (50) Hz 245A , 1960 (890) 290A 2025 (920) 380A 2160 (981) 86W 1455 (661) 127W (128W) 1675 (761) Water Cooled Models 138W (143W) 1690 (768) DHNH, 60 (50) Hz 219W 2110 (957) 267W 2280 (1036) 315W 2345 (1065) 412W 2500 (1135) 72G 1455 (661) 110G (111G) 1685 (765) 116G (121G 1700 (772) Glycol Cooled Models 192G 2130 (967) DHNH, 60 (50) Hz 240G 2300 (1045) 265G 2365 (1074) 363G 2530 (1148) 72G 1615 (733) 110G (111G) 1845 (837) GLYCOOL Models 116G (121G) 1860 (844) DENE, 60 (50) Hz 192G 385 1082) 240G 2555 (1159) 363G 2 Table II Unit weights v i POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax 1425E 828 -4850 Made by 134 r Date /r c/o,/ � Job No. Checked by Date Sheet No Description Job Name M k AA` we "A Q' -- i I (N1 U • C V ' � I 7 -..- • to .C, 1 1 1 T PRECAST BEAM AND REINF BY OTHERS SEE PLAN FOR CONC TOPPING REINF PRECAST PLANK PER PLAN sr BEAU SEE PLAN FOR CONC SLAB REINF 5" 7" 12" VARIES 1 2' -0° SECTION SCALE 1/2" = 1' -0" SEE PLAN FOR CONC TOPPING REINF PRECAST PLANK PER PLAN PRECAST BEAM AND REINF BY OTHERS 12 S11 BEAV 2' -0" r \ SECTION 2 17T CONT HK D ENDS SCALE 1/2" = 1' -0" goo Dame Mkt. Mt ti1XA.. M 21 /v` A- 1 s POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Description _ I Checked by Date Date y /( Sheet No. FINISH CONC FLOOR ELEV BEYOND SEE PLAN FOR TOPPING SLAB REINF PRECAST PLANK PER PLAN ,C EDGE BEAM SECTION PRECAST BEAM AND SPANDREL REINF BY OTHERS S11 SCALE 1/2" = 1' -0" 2' 2 1/2" FINISH CONC FLOOR ELEV BEYOND SEE PLAN FOR TOPPING SLAB REINF PRECAST PLANK PER PLAN BEAM SECTION PRECAST BEAM AND SPANDREL REINF BY OTHERS SCALE 1/2" = r -0" POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by r Date too/ 1 Job No. Checked by Date Sheet No. Description Job Name AA 4cnAc wen— AA vimdt Ati64k (1 '24.1-17 , 3r welmwr P 2 (.) 4. i bv� «Nt 9j p o ac it eyF I.INi (,uIIO ; 'jay Pt,F nn 1,09 ( et, 6 A5 E 7, Table 3-23 (continued) Shears, Moments, and Deflections 4. SIMPLE BEAM — UNIFORM LOAD PARTIALLY DISTRIBUTED 11111 1111 RI Moment R,= V, (max. when a < c) _ w 2/ R R R V (max. when a> c) = ' 2 — r —(2a+ b) V, ( when x> a and < (a +b)) = R, (( - w(x - \ a) // ' lat = a +W1 = R,Ia +21 M (when x <a) = R i x ) M„ (when x> a and < (a+b)) = RI 2(x -af M (when x> (a +b)) = R2(1- x) Io POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 f425) 827 -5995 • Fax 1425) 828 -4850 Made by F Dat / Poi Job No. Ch Checked by Date Sheet No. Description Job Name MAG Mlw4r.. MZs "- c yg tt.: 1 1. „ . 117, 1 1 h , Z t — e G = I -1 u y ?yf (wl,�, , W N /v0 (4f A'wr,• wr- rLic ( 6.16&4 F4(5 Ak M l tic e(Ipc.1 + (Zcfb) w w. IQ ?Ex lavisce (tic A?) - 0.[i,61 f 0.5(67 1415 w h) A.4 (2c 4 1 7 ) ~ . f w� (Z1J h ) = 0.547 4e, j'S MAX. fkl MdM't g 3�• K • (c$' SPA fMA)C • I w. !1 OMV,NT = 3 I.25 K• ri (2,5 1 eRA ) *Poseo IlkomovIS of 0.11 AN() `1 4 144(r f1(4 OK Ai - pitvaIN1 c rt f 1 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by ( a S P Date 1111/(129 Job No. Checked by Date Sheet No. Description Job Name Mkt, Mt tA,tn -- MS L Ak tt- GA5 — 25'' 5e �✓. 8. R- . I.SK ara)c •Ii Jrnitx• "14. J brnpo v (A @Y cP-AC . Min ;At, ti • 1< Inn 2cr a. = Z'- a" w: 6. yf KQf /" (M90‘40 O WO GHQ A c (1 y 5 (A tkAnf') = 1 )1.1 -(f M}oc '(kW* G Gv 1 A (t 4 AA mkt-NIS AIL& v. mgr) %N. Awry/0)14 emtlevok Air f v/tv■ecl, OA 1) A44 IM eg% €Q o 1Vt Pi dm n. -- Th6 Vt,t7t2 - S tot av t (3 6 kAket,ti3O 1 VerLif1 - rn f1 S S S�S A v ( - M,. N MA,vw R P/ NAM-4. 1o Afl,� PeCt / 12 525 500 475 450 425 400 375 350 325 300 275 250 225 200 175 150 125 100 75 50 25 0 ti) CONCRETE TECHNOLOGY CORPORATION - 8" HOLLOW CORE SLAB (2) Void Fills required for 2' -0" at each end of each slab. 3'- 11 (4' -0" Nominal Width) 2 ; � p w S(qd 7 Strands I 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 41 42 43 44 SIMPLE SPAN (ft) SECTION PROPERTIES (with shear key grouted) NOTES: 1 = 1,666 in w = 57 psf S, = 417 in y, = 4.00 in Sb = 417 in Yb = 4.00 in A = 214 in e = 2.25 in 1. The values given in this chart are in compliance with ACI 318 -05. 2. The values given in this chart are based on hollow core slabs without shear reinforcement. See SHEAR for discussion. 3. Refer to DEFLECTIONS for discussion of deflection criteria. 4. This Span -Load Chart is intended as an aid to preliminary sizing only, and must be interpreted using sound engineering judgment. 8/22/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 5 ( j I ! i i s' `i i 3 i i /C See Note 5 i lV 'I'�' I'��iw Adw 4Kr �'I' i 3'- 11 I I -1--- (4' -0" Nominal Width) —I- i 1 i II _ III •• ie�►� — 9Ir III _ w 6 7 Strands IIIII 1111 IMO ._ II I Iti NOTES: 525 500 475 450 425 400 375 350 325 300 275 250 225 200 175 150 125 100 75 50 25 0 CONCRETE TECHNOLOGY CORPORATION l = 3,336 in w = 90 psf 8" HOLLOW CORE SLAB COMPOSITE WITH 2 CONCRETE TOPPING .t' topping = 4,000 psi 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 SIMPLE SPAN (ft) COMPOSITE SECTION PROPERTIES (with shear key grouted) S = 972 in3 Sbc = 612 in y, = 5.05 in Ybc = 5.45 in S = 1,308 in y = 2.55 in 1. The values given in this chart are in compliance with ACI 318 -05. 2. The values given in this chart are based on hollow core slabs without shear reinforcement. See SHEAR for discussion. 3. Refer to DEFLECTIONS for discussion of deflection criteria. 4. This Span -Load Chart is intended as an aid to preliminary sizing only, and must be interpreted using sound engineering judgment. 5. Interface shear governs the design of composite topped hollow core slabs above this line. 8/22/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 6 Lia ' ACI 318-05 ALLOWABLE SUPERIMPOSED LOAD (psf) CONCRETE TECHNOLOGY CORPORATION 14 Li INTRODUCTION The Hollow Core slab is manufactured in a standard 4' width and 8 ", 12" and 12W thicknesses using a continuous concrete extrusion process. Zero - slump, high- strength concrete with a 28-day strength in excess of 8,000 psi and '/° diameter, 270 ksi, low relaxation steel strands are used in the process. The strands are pretensioned and fully bonded to the concrete to support the slabs under design loads. When the concrete reaches sufficient strength to bond the strands, the slabs are cut from the extrusion to customer - specified lengths. Narrow -width slabs are available at additional cost by rip- cutting standard width slabs. Economical layout of the slabs utilizes as many of the standard 4' wide units as possible with the remainder of the layout filled with non - standard width slabs or cast -in -place closure strips. Contact CTC's Marketing Department for special considerations and limitations. The Hollow Core slab has a variety of uses, including floors and roofs for buildings and parking garages, decks for piers and short-span bridges, lids for storm water detention vaults, and lagging for retaining walls. Cast -in- place, composite concrete topping may be added to provide a smooth, level floor surface that serves as a horizontal diaphragm when properly reinforced. For untopped and non - composite topping applications, the horizontal diaphragm is provided by shear friction reinforcement in the grouted shear keys and in the end closure pours. See ICC Evaluation Service Report No. ESR -2152. The following Span -Load Charts show the 8" and 12" sizes with and without a minimum 2W thick composite topping. The 12W size with topping is not shown as it is usually used in untopped applications. It is designed with a thicker top flange to provide the greater durability and increased "punch - through° capacity normally supplied by the topping. DESIGN CRITERIA FOR DEVELOPMENT OF THE SPAN -LOAD CHARTS ATTENTION: The Span -Load Charts were derived from computer - calculated data, are Intended as an aid to i lk preliminary sizing, and must be Interpreted using sound engineering judgment: The Span Load Charts were developed as described below: ALLOWABLE STRESSES — The extreme fiber stress under full service load is limited l ed to 0.45f� for compression and 12 T for tension in accordance with ACI 318 -05 for Class U or Class T prestressed concrete flexural members. FLEXURAL STRENGTH — The nominal flexural strength, 4)M,,, exceeds the required factored moment, M„ = 1.6M,, in accordance with ACI 318 -05, Sections 9.2.1 & 18.2.1. The strength reduction factor, 4), is calculated per Section 9.3.2.7. The stress in the pretensioned reinforcement at nominal strength (f is calculated in accordance with Sections 12.9 & 18.7.2, and all superimposed load is considered as live load. Where flexural strength governs the design, superimposed loads comprised of dead and live load combinations will increase the capacity over the values given in the Span -Load Charts. SHEAR— The nominal shear strength, 4)V,,, exceeds the required factored shear, V„ = 1.2V + 1.6V,, in accordance with ACI 318 -05, Sections 9.2.1 and 11.1.1. Web shear strength (V,„„) is calculated in accordance with CTA Technical Bulletin 85B1. This method determines the applied shear which causes a principal tension of 41: at the centroid of the pretensioned member, as allowed in ACI 318 -05, Section 11.4.3.2. Flexure shear strength (V is calculated as set forth in CTA Technical Bulletin 78B1. This method uses a modified version of Equation (11 -10) of ACI 318 -05, based on full -scale testing of Hollow Core slabs. Filling a predetermined number of voids with cast -in -place concrete will result in higher web shear capacity in the transfer zone at the ends of the slabs. Contours in the Span -Load Charts indicate the number of voids filled with 3,000 psi concrete (typically to 2' from the face of support) to achieve the given capacity. The capacity of the filled voids is discussed in CTA Technical Bulletin 85B1. All values in the Span -Load Charts are based on Hollow Core slabs without shear reinforcement. It is not possible to provide shear reinforcement in extruded Hollow Core slabs. 3/19/07 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 2 CONCRETE TECHNOLOGY CORPORATION ate. COMPOSITE CAST -IN -PLACE TOPPING — Full -scale load tests performed at Concrete Technology Corporation have verified that, for composite Hollow Core systems with factored horizontal shear stresses between the topping and slab of 90 psi or less, full composite action is achieved without intentionally roughening the top surface or providing mechanical ties. This is discussed in CTA Technical Bulletins 7486 and 76B4. The composite Span -Load Charts are capped with a bold contour where horizontal shear would otherwise govern. Contact CTC's Marketing Department for further information concerning test results or special design conditions. The weight of the cast -in -place topping has already been included in determining the allowable superimposed load on composite slabs. Do not deduct the weight of the topping from the values derived from the Span -Load Charts. The natural camber of the Hollow Core slabs, combined with the wet weight of the cast -in -place topping, will normally require a variable thickness of topping to provide a flat finished floor. Residual Camber Contour charts are provided to estimate the amount of residual camber or sag after placement of the topping. The weight of the variable thickness in addition to the 2W minimum has been considered in the development of the Span -Load Charts. FIRE RESISTANCE RATING — The fire resistance rating of Hollow Core slabs is given in ICC Evaluation Service Report No. ESR -2152. DEFLECTIONS — Total deflection is defined as the upward camber of the slab due to the eccentricity of the pretensioning less the downward deflection due to applied loads, including the long -term effects of prestress loss, � creep and shrinkage. Allowable loads from the Span -Load Charts limit the theoretical total deflection to 1/180. In addition, the deflection due to prestress and dead load, including long -term effects, is limited to 1/240. Instantaneous 7 deflections due to live loads are limited to 1/360. The load combinations considered in the deflection analysis are 50% fie dead and live load, or 100% live load. • Associated building elements that may be affected by deflections should be placed with adequate tolerances. It is not practical to deflect the formwork to produce desired cambers. Suggested methods for calculating cambers and deflections are described in the 6 Edition of the PCI Design Handbook, Section 4.8.4. Contact CTC's Marketing Department with any questions about deflections. ROUGH OPENINGS — The values in the Span -Load Charts apply to Hollow Core slabs without openings. Rough s e. openings through the voided area of a Hollow Core slab normally have little effect on its load - carrying capacity. However, large openings that cut webs and strands can have a significant impact on the load- carrying capacity of the slab. Contact CTC's Marketing Department with questions on the capacity of slabs with openings. RELATED PUBLICATIONS AVAILABLE FROM CTC • Guide Specifications for Precast, Prestressed Hollow Core Slabs • Hollow Core Slab Connection Details • Field Handling and Erection of Hollow Core Slabs • Concrete Technology Corporation Research Reports: CTA Technical Bulletin 73B6, "Shear Diaphragm Capacity of Precast Floor Systems" CTA Technical Bulletin 74B6, "Composite Systems Without Roughness" CTA Technical Bulletin 75B10/11, "Flexural Bond Performance" CTA Technical Bulletin 76B3, "Non - Destructive Testing of Concrete" CTA Technical Bulletin 7684, "Composite Systems Without Ties" CTA Technical Bulletin 7881, "Shear Strength of Hollow Core Members" CTA Technical Bulletin 79B4, "Shear Strength of Continuous Hollow Core Systems" CTA Technical Bulletin 80B3, "Shear Diaphragm Capacity of Untopped Hollow Core Floor Systems" CTA Technical Bulletin 82B2, "Grouting Precast Floor Systems" CTA Technical Bulletin 85B1, "Web Shear Strength of Prestressed Concrete Members" 3/19/07 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 3 lb CONCRETE TECHNOLOGY CORPORATION • =5:1 LI' • MANUFACTURING TOLERANCES a = Length ± 1 in. b = Width ± 1/4 in. c = Depth ± 1/4 in. b d = Top of flange thickness ( T5 Top flange area defined by the actual measured values of average d x b shall not be less than �0 8 • 5% of the nominal area calculated by d nomi - nal x b nominal. d = Bottom flange thickness Bottom area defined by the actual mea- sured values of average d x b shall not be less than :85% of the nominal area calculated by d nominal x b nominal. e = Web thickness The.total cumulative web thickness defined by the actual measured value e shall not be less than 85% of the nominal cumulative width calcu- lated by nominal. f = Rough Opening ± 2 in. g = Flange angle 1/8 in. per 12 in., 1/2 in. max. h = Variation from specified end squareness or skew ± 1/2 in. i = Sweep (variation from straight line parallel to centerline' of member) ± 3/8 in. j =. Center of gravity of strand group The CG of the strand group relative to the top of the slab shall be within ± 1/4 in of the nominal strand group. CG. The position of any individual strand shall be within, ± 1/2 in. of nominal vertical position and ± 3/4 in. of nominal horizontal position and shall have a minimum cover of 3/4 in. k = Local smoothness ± 1/4 in. in 10 ft. I = Applications requiring close control of differen- tial camber between adjacent membes of the same design should be discussed in detail with the producerto determine applicable tolerances. Slab Weight Excess concrete material in the slab internal features is.within tolerance as long as the mea- sured weight of the individual slab does not exceed 110% of the nominal published unit weight used in the load capacity calculation. CROSS SECTION PLAN ELEVATION CGS h T Z • ker 8/15/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 4 7 6 5 4 3 NOTES: CONCRETE TECHNOLOGY CORPORATION E ESTIMATED RESIDUAL CAMBER CONTOURS 8" HOLLOW CORE SLAB COMPOSITE WITH 21/2 CONCRETE TOPPING (4,000 psi) 16 18 20 22 24 26 28 30 32 34 36 38 40 SIMPLE SPAN (ft) ADMIT/ Mors Figure 1 Positive Residual Camber (N.T.S.) --------------------- Figure 2 Negative Residual Camber (N.T.S.) Sym. 2Y2" Topping Residual Camber (Add Topping) 2Y2" Topping Residual Camber (Add'I Topping) 1. Residual Camber is defined as the camber remaining in the hollow core slabs just after the topping slab has been placed. The contours shown above reflect the upward deflection due to prestress force, downward deflection due to the hollow core slab self- weight and downward deflection due to the plastic (wet) topping weight. I 8/22/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 10 � i CD E i Cla Positive Residual Camber o ® ® ® t A Negative Residual Camber (See Figure 1) (See f Figure 2) 7 6 5 4 3 NOTES: CONCRETE TECHNOLOGY CORPORATION E ESTIMATED RESIDUAL CAMBER CONTOURS 8" HOLLOW CORE SLAB COMPOSITE WITH 21/2 CONCRETE TOPPING (4,000 psi) 16 18 20 22 24 26 28 30 32 34 36 38 40 SIMPLE SPAN (ft) ADMIT/ Mors Figure 1 Positive Residual Camber (N.T.S.) --------------------- Figure 2 Negative Residual Camber (N.T.S.) Sym. 2Y2" Topping Residual Camber (Add Topping) 2Y2" Topping Residual Camber (Add'I Topping) 1. Residual Camber is defined as the camber remaining in the hollow core slabs just after the topping slab has been placed. The contours shown above reflect the upward deflection due to prestress force, downward deflection due to the hollow core slab self- weight and downward deflection due to the plastic (wet) topping weight. I 8/22/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 10 CONCRETE TECHNOLOGY CORPORATION MANUFACTURING TOLERANCES a = Length ± 1. in. b = Width ± 1 /4•in. c = Depth ± 1/4 in. d = Top of flange thickness Top flange areadefined.by the actual measured values of average dt x b shalt not be less than 85% of the nominal area calculated by d nomi- nal x b nominal. d = Bottom flange thickness Bottom flange area defined by the actual mea- sured values of average d x b shall not be less than 85% of the nominal area calculated by db nominal x b nominal. e = Web thickness The total cumulative.web thickness defined by the actual rneastired value le shall not be less than n 85% of the nomnat cumulative width calcu- lated by Za. nominal f" = Rough OPening ± 2 In. g = Flange angle 1 /8'.in. per 12 in., 1/2 in. max. h = Variation' from specified'end squareness" or skew ± 1/2 in. = Sweep.:(variation from straight line parallel; to. centerline: of member) ± 3/8 In. j =. Center of gravity of strand group The Ct: of the strand relative to the top of the slab shall be within ± 1/4 in. of the nominal strand group. CG. The position of any individual strand shall be within; ±.1 /2 in. .of nominal vertical position and ± 3/4 in. of nominal horizontal position and shall have a minimum cover Of 3/4 in. k = Local smoothness ± 1/4 in. in 10 ft. I = Applications requiring close control of differen- tial camber, between adjacent membes of the same:design:should be discussed in detail with the producerto determine applicable tolerances. Slab Weight Excess concrete material in the slab internal features is.within tolerance as long as the mea- sured weight of the individual slab does not exceed 110% of the nominal published unit weight used in the load capacity calculation. b. CROSS SECTION PLAN ELEVATION cos i gb 8/1 5/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 4 CONCRETE TECHNOLOGY CORPORATION INTRODUCTION The Hollow Core slab is manufactured in a standard 4' width and 8 ", 12" and 12 thicknesses using a continuous concrete extrusion process. Zero - slump, high- strength concrete with a 28 -day strength in excess of 8,000 psi and 1/2" diameter, 270 ksi, low relaxation steel strands are used in the process. The strands are pretensioned and fully bonded to the concrete to support the slabs under design loads. When the concrete reaches sufficient strength to bond the strands, the slabs are cut from the extrusion to customer - specified lengths. Narrow -width slabs are available at additional cost by rip- cutting standard width slabs. Economical layout of the slabs utilizes as many of the standard 4' wide units as possible with the remainder of the layout filled with non - standard width slabs or cast -in -place closure strips. Contact CTC's Marketing Department for special considerations and limitations. The Hollow Core slab has a variety of uses, including floors and roofs for buildings and parking garages, decks for piers and short-span bridges, lids for storm water detention vaults, and lagging for retaining walls. Cast -in- place, composite concrete topping may be added to provide a smooth, level floor surface that serves as a horizontal diaphragm when properly reinforced. For untopped and non - composite topping applications, the horizontal diaphragm is provided by shear friction reinforcement in the grouted shear keys and in the end closure pours. See ICC Evaluation Service Report No. ESR -2152. The following Span -Load Charts show the 8" and 12° sizes with and without a minimum 2W thick composite topping. The 12W size with topping is not shown as it is usually used in untopped applications. It is designed with a thicker top flange to provide the greater durability and increased "punch- through" capacity normally supplied by the topping. DESIGN CRITERIA FOR DEVELOPMENT OF THE SPAN -LOAD CHARTS �' ATTENTION: The Span -Load Charts were derived from computer - calculated data, are Intended as an aid to ler preliminary sizing, and must be Interpreted using sound engineering Judgment. feb The Span -Load Charts were developed as described below: ALLOWABLE STRESSES — The extreme fiber stress under full service load is limited to 0.45f p for compression and I 12 JT for tension in accordance with ACI 318 -05 for Class U or Class T prestressed concrete flexural members. d FLEXURAL STRENGTH — The nominal flexural strength, 4)M,,, exceeds the required factored moment, M„ = 1.2M + 1.6M,, in accordance with ACI 318 -05, Sections 9.2.1 & 18.2.1. The strength reduction factor, 4), is calculated per Section 9.3.2.7. The stress in the pretensioned reinforcement at nominal strength (f is calculated in accordance with Sections 12.9 & 18.7.2, and all superimposed toad is considered as live load. Where flexural strength governs the design, superimposed loads comprised of dead and live load combinations will increase the capacity over the values given in the Span -Load Charts. SHEAR — The nominal shear strength, 4)V,,, exceeds the required factored shear, V„ = 1.2V + 1.6V,, in accordance with ACI 318 -05, Sections 9.2.1 and 11.1.1. Web shear strength (V is calculated in accordance with CTA Technical Bulletin 85B1. This method determines the applied shear which causes a principal tension of 44.T at the centroid of the pretensioned member, as allowed in ACI 318 -05, Section 11.4.3.2. Flexure shear strength (V is calculated as set forth in CTA Technical Bulletin 78B1. This method uses a modified version of Equation (11 -10) of ACI 318 -05, based on full -scale testing of Hollow Core slabs. Filling a predetermined number of voids with cast -in -place concrete will result in higher web shear capacity in the transfer zone at the ends of the slabs. Contours in the Span -Load Charts indicate the number of voids filled with 3,000 psi concrete (typically to 2' from the face of support) to achieve the given capacity. The capacity of the filled voids is discussed in CTA Technical Bulletin 85B1. All values in the Span -Load Charts are based on Hollow Core slabs without shear reinforcement. It is not possible to provide shear reinforcement in extruded Hollow Core slabs. 3/19/07 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 2 CONCRETE TECHNOLOGY CORPORATION R COMPOSITE CAST -IN -PLACE TOPPING — Full -scale load tests performed at Concrete Technology Corporation have verified that, for composite Hollow Core systems with factored horizontal shear stresses between the topping and slab of 90 psi or less, full composite action is achieved without intentionally roughening the top surface or providing mechanical ties. This is discussed in CTA Technical Bulletins 74B6 and 76B4. The composite Span -Load Charts are capped with a bold contour where horizontal shear would otherwise govern. Contact CTC's Marketing Department for further information concerning test results or special design conditions. The weight of the cast -in -place topping has already been included in determining the allowable superimposed load on composite slabs. Do not deduct the weight of the topping from the values derived from the Span -Load Charts. The natural camber of the Hollow Core slabs, combined with the wet weight of the cast -in -place topping, will normally require a variable thickness of topping to provide a flat finished floor. Residual Camber Contour charts are provided to estimate the amount of residual camber or sag after placement of the topping. The weight of the variable thickness in addition to the 2W minimum has been considered in the development of the Span -Load Charts. FIRE RESISTANCE RATING — The fire resistance rating of Hollow Core slabs is given in ICC Evaluation Service Report No. ESR -2152. DEFLECTIONS -- Total deflection is defined as the upward camber of the slab due to the eccentricity of the pretensioning less the downward deflection due to applied loads, including the long -term effects of prestress loss, creep and shrinkage. Allowable loads from the Span -Load Charts limit the theoretical total deflection to //180. In addition, the deflection due to prestress and dead load, including long -term effects, is limited to //240. Instantaneous deflections due to live loads are limited to //360. The load combinations considered in the deflection analysis are 50% cg dead and live load, or 100% live load. Associated building elements that may be affected by deflections should be placed with adequate tolerances. It is notes ^ ° practical to deflect the formwork to produce desired cambers. Suggested methods for calculating cambers and deflections are described in the 6 Edition of the PCI Design Handbook, Section 4.8.4. Contact CTC's Marketing Department with any questions about deflections. ROUGH OPENINGS — The values in the Span -Load Charts apply to Hollow Core slabs without openings. Rough openings through the voided area of a Hollow Core slab normally have little effect on its load - carrying capacity. However, large openings that cut webs and strands can have a significant impact on the load - carrying capacity of the slab. Contact CTC's Marketing Department with questions on the capacity of slabs with openings. RELATED PUBLICATIONS AVAILABLE FROM CTC • Guide Specifications for Precast, Prestressed Hollow Core Slabs • Hollow Core Slab Connection Details • Field Handling and Erection of Hollow Core Slabs • Concrete Technology Corporation Research Reports: CTA Technical Bulletin 73B6, "Shear Diaphragm Capacity of Precast Floor Systems" CTA Technical Bulletin 74B6, "Composite Systems Without Roughness" CTA Technical Bulletin 75B10/11, "Flexural Bond Performance" CTA Technical Bulletin 76B3, °Non - Destructive Testing of Concrete' CTA Technical Bulletin 76B4, "Composite Systems Without Ties° CTA Technical Bulletin 78B1, "Shear Strength of Hollow Core Members" CTA Technical Bulletin 79B4, °Shear Strength of Continuous Hollow Core Systems" CTA Technical Bulletin 80B3, "Shear Diaphragm Capacity of Untopped Hollow Core Floor Systems" CTA Technical Bulletin 82B2, 'Grouting Precast Floor Systems" CTA Technical Bulletin 85B1, "Web Shear Strength of Prestressed Concrete Members" 3/19/07 MANUFACTURERS OF PRESTRESSED CONCRETE a TACOMA, WASHINGTON 3 !oh, 9� o� Q� P e 1 � x $ ' dp � @ ~ Epx R € R F P Rz� x en�isv 4 � b � lxxa x as dt 1 g` nap VII! gri e �e Y� i � �x i � NI! �s$ � � Y€ 1;1 hei €� GCE "� h I 0 1 P xd M 8 G 1B ." ■i a x € �P xx a p f ��x d A e� gx a 1x5 AS i g h � a $� 1 � � !.1 � d da � Baas ��� Ap p p x h { 04 51 r 4 4018 q 1.41 10 a agib al i l l p 'Aa a CR $e @aka B o Be? 6 il q 1 11:1 11! � a "Ed �� � 11 A rtg o III a � aaaaaaa F a � g 1 5 � ' 1 �1 � Mg I 9 11 I II `9/ B d F 1 6 6 S 3 S i i I I I s "dx E v p.1 4 PT! !NI h l 1 z i aa g PIP MA .1 9 d IgME, ail q !op 1 4 551 I pis 1P 0! ." q /aa n g 044 @128 4 82 d 0 i it Pi 15 * g P lii4 . 8 1 1 ii ii N PI:gal 89x """d 9� x a i 7 9i i 1 ; again I 15 1 1 I. Bag 7 is I irk! 1 gl s 20 3 �� 11; �! q�� 115 9 1 p R d L� R 2A � 8 i g i! II! S 2 B piI �r 111 111 x ]]]gGGG R q i ima48"proltraa5 11413gRR 51115615° a. 5111 Eaa3aggPRrTri "liglaallille@geaR3@r 2 12 /goo ITII pIRIM n � 2 pa 2 / 1111 : a11111411p � 1 a1a121 li 4I B 9 I S ®BEY WRPORATION ors PACIFIC VIEW OFFICE PARK BUILDING C GENERAL NOTES Ie3A KM= IC. PS Ala 111. r mm MOM M 'WNW 0 ms. le EV* N NID ©lwa (ua m - NR 1® rrCOMA= .. ACTIVITY NUMBER: M09 -044 DATE: 04 -20 -09 PROJECT NAME: MZIMA SITE ADDRESS: 12101 Tukwila International BI X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTM NTS: Building Division r�, Complete Comments: Public Works • PERMIT PLAN REVIEW /R u ■ Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS RO TING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 t foc, o' f Fire Prevention • ING SLIP U Permit Coordinator DUE DATE: 04 -21 -09 DATE: Not Approved (attach comments) DATE: Planning Division Not Applicable DUE DATE: 0 -19 -09 n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status DIVCOI *988RC DIVCO INCORPORATION CONSTRUCTION CONTRACTOR GENERAL UNUSED 12/3/2002 11/7/2010 ACTIVE MACDOMR026RU MACDONALD MILLER RSDNTL INC CONSTRUCTION CONTRACTOR UNUSED GENERAL 12/31/1998 12/31 /2001 ARCHIVED MACDOMR076OPMILLER MACDONALD RESIDENTIAL CONSTRUCTION CONTRACTOR GENERAL UNUSED 9/17/1993 12/30/1998 ARCHIVED DIVCOEC188LC DIVCO ENERGY CONTROL COMPANY CONSTRUCTION CONTRACTOR GENERAL UNUSED 6/3/1982 5/26/1997 ARCHIVED MACDOM*248J9 MACDONALD MILLER CO CONSTRUCTION CONTRACTOR GENERAL UNUSED 4/29/1976 2/1/2002 ARCHIVED ENCOMMS984CA ENCOMPASS MECHANICAL SERVICES CONSTRUCTION CONTRACTOR GENERAL UNUSED 2/1/2002 2/1/2004 EXPIRED LINFOAR980QG LINFORD AIR It REFRIGERTN INC CONSTRUCTION CONTRACTOR GENERAL UNUSED 11/7/2002 11/7/2004 INACTIVE DIVCOI DIVCO INC CONSTRUCTION CONTRACTOR GENERAL UNUSED 6/24/1997 8/1/2003 REREGISTERED Untitled Page Other Associated Licenses Business Owner Information I General /Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State MACDONALD /MILLER FAC SOL UBI No. INC 2067684180 Status PO BOX 47983 License No. License Type SEATTLE WA Zip 98106 County KING Business Type Corporation Parent Company Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 602254260 ACTIVE MACDOFS980RU CONSTRUCTION CONTRACTOR 12/31/2002 12/31/2010 GENERAL UNUSED Name Role Effective Date I Expiration Date https://fortress.wa.gov/lni/bbip/Detail.aspx • Page 1 of 2 04/30/2009 0 0 0 N co cn M 0 co 0 0 N a m 0 0 N fp rn \ \\ e \ � , I` � � Cv �`u \ \ \Z \ - ALL PIPING INSULATION AND COVERINGS SHALL HAVE AN ASTM FLAME SPREAD RATING OF 25 OR LESS AND AN ASTM SMOKE DEVELOPED RATING 50 OR LESS. ' ELASTOMERIG INSULATIONS WHICH MEET TH E RATIN MAY B E USED ES GS` ,_ A SUBSTITUTE FOR S UTE FIBERGLASS. : A - PROVIDE A VAPOR BARRIER COVERING ON ALL CHILLED WATER PIPING AND COIL CONDENSATE PIPING rINSULATION.' ,! - '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. -P ALUMINUM J C O' INSULATED PIPING OUTSIDE BUILDING. PROVIDE A KET ON ALL I ,. LATE PI ,,..PIN E -AT PIPE HANGERS PROVIDE RIGID INSULATION BETWEEN PIPE AND HANGER. 1. THESE PLANS ARE SCHEMATIC AND DO NOT SHOW EXACT ROUT NG 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. THE PROVISIONS E I W AND ' P S MENDED BY THE STATE 2 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 CODE AUTHORITY BEFORE INSTALLING PIPING AT LESS THAN 2% (EVEN IF LESSER SLOPE IS•INDICATED ON DRAWINGS). 5. HANGERS A AND SUPPORTS FOR PIPING SHALL BE IN ACCORDANCE WITH THE 2006 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. EQUIPMENT FOR FUTURE . 9: PROVIDE UNION, GROOVED OR FLANGED CONNECTION AT EQ IPM REMOVAL AND SERVICING R E 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 .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 MECHANICAL CONTRACTOR. COORDINATE ELECTRICAL SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION ABBR. BALL VALVE - FULL PORTED BV (\I SILENT CHECK VALVE CV BUTTERFLY VALVE - ry - BFV ` n BUTTERFLY VALVE W/ MEMORY STOP BFVM FLEXIBLE CONNECTION - RED. PRESS. BACKFLOW PREVENTER RPBP rJVw• I I UNION UNION e PRESSURE REDUCING VALVE PRV T Q Ps' -,<F I C- I GATE VALVE GLOBE VALVE STRAINER PRESSURE RELIEF VALVE STRN RV PRESSURE / TEMPERATURE TAP P &T BULB_W_EL_L _ BW MANUAL AIR VENT ._______.__....__ __- _._..._..____...- ._._- -. -MAV AUTOMATIC AIR VENT AV PRESSURE GAUGE PG THERMOMETER BALL VALVE W/ 3/4" HOSE ADAPTOR © CONCENTRIC REDUCER ECCENTRIC REDUCER _ TWO -WAY CONTROL VAVLE • THREE -WAY CONTROL VALVE 3WAY MAY 1;0 2010 GV SOLENOID VALVE SV GLV GAS COCK GC CIRCUIT SETTER VALVE CS C L_J w __HORIZONTAL EXPANSION TANK HET I'- I VERTICAL EXPANSION TANK i. I AIR SEPARATOR AIR SEP ® AIR PURGER AP END SUCTION CENTRIFUGAL PUMP ES PUMP VERTICAL IN -LINE CENTRIFUGAL PUMP VI PUMP SUCTION DIFFUSER SUC DIFF TEMERATURE GAUGE TG - A - COMPRESSED AIR C - CONDENSATE PIPING • L- CHWS - CHILLED WATER SUPPLY PIPING - CHWR - CHILLED WATER RETURN PIPING - CWS- CONDENSER WATER SUPPPLY PIPING - CWR- CONDENSER WATER RETURN PIPING THERM - G - GAS PIPING BV W/ HA - L - REFRIGERANT LIQUID LINE CR - S - REFRIGERANT SUCTION LINE ER - HWS - HEATING WATERSUPPLY PIPING_ 2WAY - HWR - HEATING WATER RETURN PIPING PIPING CONDENSER WATER INDIRECT DRAIN PIPING _ TYPE CONDENSER WATER (40 -55 DEG) COIL CONDENSATE PIPING SIZE 1/2" - 2 -1/2" 3 " -10 12 "+ 1/2" - 2 -1/2" PIPE SIZE ALL ALL ALL PIPING MATERIAL SCHEDULE: MATERIAL COPPER TYPE L _ SCH 40 BLK STL ASTM A53AORB STD WT BLK STL ASTM A53 A OR B COPPER/DWV/TYPE M PIPING INSULATION SCHEDULE INSULATION TYPE FIBERGLASS ARMAFLEX FIBERGLASS INSULATION THICKNESS 1 1/2" 1" JOINT LEAD FREE SOLDER GROOVED, FLANGED, BUTT WELDED GROOVED, FLANGED, BUTT WELDED LEAD FREE SOLDER CONDUCTIVITY RANGE 0.23 -0.27 0.23 - 0.27 0.23 - 0.27 ,\ ,`. \ , N \\,‘ , \ l \ , s, \I k ve 4 z i . 4616 6 k . .. ave, , i , i . , kq r4 . q Z ' 6 Le T: . 'A %,&‘\ .':,, 6A n B t \ , \ , ., \\ \,. \\ \\ , x, UNIT SUPPLY FAN WATER COOLED CONDENSER NO. MFG & MODEL NO. CFM ESP HP TOT MBH SENS MBH CRU -01 DATA AIRE DAGD -26 1 10,000 0.5 10.0 237.9 216 CRU -02 DATA AIRE DAGD -26 10,000 0.5 L 10.0 237.9 216 CRU -03 DATA AIRE DAGD -26 10,000 05 10.0 j 237 ^ 9 216 CR_U-04 DATA AIRE DAGD -26 10,0001 0.5 10.0 237.9 216 CRU -05 DATA AIRE DAGD -26 10,000 0.5 10.0 237.9 CRU -06 DATA AIRE DAGD -26 10,000 0.5 CRU -07 DATA AIRE DAGD -26 10,000 0.5 CRU -08 DATA AIRE DAGD -26 10,000 0.5 216 75 10.0 237.9 216 75 10.0 237.9 216 75 10.0 237.9 216 75 10,000 0.5 10.0 237.9 216 CRU -09 DATA AIRE DAGD -26 CRU -10 1 DATA AIRE DAGD -26 1 10,000 0.5 10.0 237.9 1 216 CRU -11 DATA AIRE DAGU -10 5,500 0.5 3.0 87.8 CRU-12 DATA AIRE DAGU -10 5,500 0.5 3.0 87.8 CRU -13 DATA AIRE DAGU -30 14,000 0.5 15.0 325.3 297.2 CRU -144 [ DATA AIRE DAGU -30 14,000 0.5 15.0 325.3 -- 297.2 CRU-15 DATA AIRE DAGU -30 14,000 0.5 15.0 CRU -16 DATA AIRE DAGU -30 14,000 0.5 15.0 CRU -17 DATA AIRE DAPW -0534 2,500 0.3 2.0 50.8 49.8 15 11.6 CRU -18 1 DATA AIRE DAPW -0534 2,500 0.3 2.0 50.8 49.8 15 11.6 CRU -19 CRU -20 CRU -21 LIEBERT DE240G 10,200 0.5 7.5 207.1 192.5 67 95.0 22.1 CRU -22 LIEBERT DE240G 10,200 0.5 7.5 207.1 192.5 67 95.0 22.1 CRU -23 LIEBERT DE240G 10,200 0.5 7.5 207.1 192.5 67 95.0 22.1 CRU -24 LIEBERT DE240G _ 10,200 0.5 7.5 207.1 192.5 Y 1 67 95.0 - 1 CRU -25 LIEBERT DE240G 10,200 0.5 7.5 207.1 192.5 CRU -26 LIEBERT DE240G 10,200 0.5 7.5 207.1 192.5 L. CRU -27 LIEBERT DE240G 10,200 0.5 7.5 207.1 192.5 CRU-28 LIEBERT DE363G -._j._ 14,250 0.5 10.0 327 _- - 291.7 CRU -29 LIEBERT DE363G ' 14,250 0.5 10.0 327 291.7 78 CRU -30 LIEBERT DE240G 10,200 0.5 10.0 207.1 192.5 67 95.0 CRU -31 LIEBERT DE240G - 10,200 0,5 10.0 w 207.1 192.5 67 95.0 75 22.9' 85.7 35 10.3' 85.7 35 10.3' 80 27.8 80 27.8 325.3 297.2 80 27.8 325.3 297.2 80 27.8 TOTALS: 6061.1 j 5550.7 e 1795 HUMID REHEAT GPM DP FT LBS /HR KW 75 ,_._.._.._ 22.9 22.1 30 I _. 460/3 75 22.9' [ 22.1 30 460/3 75 22.9' 22.1 30 a 460/3 75 W_.__ 22.9' 22.1 30 __ I 460/3 _. 22.9 22.1 30 460/3 22.9' 22.1 30 460/3 22.9' 22.1 30 i 460/3 22.9' 22.1 30 460!3 75 22.9' 22.1 30 460/3 67 95.0 22.1 67 95.0 22.1 67 95.0 22.1 78 115.0 22.1 115.0 FOR CONDENSER WATER 72DF DB /60 DFWB E 30 30 _ 30 22.1 30 30 30 30 __.. 30_j 22.1 30 22.1 30 22.1 ��� �30 EER/ ELECTRICAL WT IPLV VOLT /PH FLA LBS 75 2,405 75 2,405 75 H2,405 75 2,405 22.1 mm 30 I 460/3 ? 15 I 460/3 37 1,340 ? 15 l 460/3 37 1,340 30 460/3 83 2,580 ? 30 I 460/3 83 2,580 ? 30 460/3 83 2,580 ? 30 I 460/3 83 2,580 5.0 12 I 460/3 5.0 12 460/3 NOTES EXIST EXIST EXIST EXIST 75 2,405 EXIST 75 2,405 EXIST 75 2,405 EXIST 75 2,405 EXIST 75 2,405 EXIST 75 2,405 EXIST EXIST EXIST EXIST EXIST EXIST EXIST 20 MCA 885 EXIST 20 MCA 885 EXIST ___.....__ NOT USED NO _T U T_. _. SED ..___ 460/3 - 67.9 2,555 _ EXIST, 1-5 460/3 67.9 2,555 EXIST, 1 -5 . 1_460/3 460/3 _ 67.9 2,555 EXIST, 1 -5 460/3 e 67.9 2,555 EXIST, 1 - 460/3 67.9 2,555 EXIST, 1 -5 460/3 67.9 2,555 EXIST, 1 -5 460/3 67.9 2,555 EXIST, 1 -5 460/3 78.7 2,750 I EXIST, 1 -5 460/3 78.7 460/3 67.9 460/3 - 67.9 2,750 EXIST, 1 -5 2,555 NEW, 1 -8 2,555) NEW, 1 -8 NOTES:. 1. CAPACITIES BASED ON 85DF EWT 30% PROPYLENE GLYCOL MIXTURE 2. ACCESSORIES: FILTERS - 4" THICK 30% ASHRAE STANDARD 52 -76, STANDARD INFRARED HUMIDIFIER, ELECTRIC REHEAT, FIRE STATE SHUTDOWN CYLINDER , WATER UNLOADERS. ECONOMIZER COIL SMOKE DETECTOR, NON - LOCKING DISCONNECT SWITCH, DRY CONTACTS FOR REMOTE MONITORING OF ALARM, LEAK DETECTOR, CONDENSATE PUMP, MICROPROCESSOR BASED CONTROLS' 3 -WAY E REGULATING CO WATER R LATIN VALVE FOR CONDENSER WATER, DOWNFLOW CONFIGURATION, 4 STEP 3. RE-FURBISHED UNITS AND 18" FLOOR STANDS PROVIDED AND INSTALLED BY OWNER VERIFY EXACT LOCATIONS AND COORDINATE REQUIRED MODIFICATIONS FOR PIPING BY OTHERS). .UNIT CHECK. OUT AND START-UP B ( A P Y MACMILLER. DOCUMENT UNIT CONDITIONS PRIOR TO START -UP AND REPORT ANY DEFICIENCIES TO OWNER IMMEDIATELY. 4. FIELD ROUTE CONDENSATE DRAIN LINE TO NEAREST EXISTING DRAIN AS FOUND. 5. INSULATE ALL CONDENSER WATER PIPING. 6, FIELD ROUTE CONNECTION TO EXISTING HUMIDIFIER SUPPLY LINE.`' 7. WITH GLYCOOL "FREE COOLING" COIL AND CONTROLS. 8. WITH DEDICATED DRYCOOLER AND PUMP. \ \moo \\\ � �� \ \ \ e \\ �e I. 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. PROVIDE EARTHQUAKE RESTRAINT FOR HVAC EQUIPMENT IN ACCORDANCE WITH SECTION 1621 OF THE 2006 IBC. 3. 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. 4. 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. 5. MOTORS STARTERS NOT LISTED AS BEING PROVIDED IN THE HVAC EQUIPMENT SCHEDULES ARE TO BE PROVIDED AND INSTALLED BY ELECTRICAL CONTRACTOR. 6. 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. T ONE SERVICE E FAT LEAS O L DE: SUBMITTAL DATA, NAMES AND ADDRESSES O AND MAINTENANCE U S , 7. OPERATING AN MAINT E MANUALS TO BE PROVIDED TO THE BUILDING OWNER THAT ING N G AGENCY, HVAC CONTROLS SYSTEM MAINTENANCE AND CALIBRATION INFORMATION AND A COMPLETE OPERATIONAL NARRA TIVE FOR EACH SYSTEM. 8. COMMISSIONING IS REQUIRED ON THIS PROJECT IN ACCORD WITH WASHINGTON STATE ENERGY CODE (WSEC) SECTION 1416 AND WITH LEED NC -2.1 FUNDAME NTAL BUILDING SYSTEMS COMMISSIONING AND ADDITIONAL COMMISSIONING. 9. A COMPLETE REPORT OF TEST PROCEDURES AND RESULTS SHALL BE PREPARED AND FILED WITH THE OWNER , e �� \ ., � �\ \eeeee\ APN # 0923049309 LEGAL DESCRIPTION: BEGIN NW CORNER OF NE 1/4 OF SE 1/4 TH S 89 -16 -35 E 100 FT TH S 24 -13 -53 E 567.42 FT TO POINT OF BEGINNING TH N 66 -35 -01 E 120.47 FT TH N 20 -23 -23 W 27.58 FT TH N 65 -32 -34 E 165 FT TO POINT ON WLY RAN LINE OF PRIMARY STATE HIGHWAY NO 1 (SR 99) SOUTH 118TH ST TO JCT SSH NO 1 -K APPROVED JULY 23, 1957 TH FOLLOWING SAID WLY R/W LINE S 24 -27 -26 E 110.84 FT TH FOLLOWING SAID WLY R/W LINE N 65 -32 -34 E 10 FT TH FOLLOWING SAID WLY R/W LINE S 24 -27 -26 E 200 FT TH FOLLOWING SAID WLY R/W LINE N 65 -32 -34 E 20 FT TH FOLLOWING SAID WLY RAN LINE S 24 -27 -26 E 126 FT TH FOLLOWING SAID WLY RAN LINE ALONG ARC OF 2805 FOOT RADIUS NON TANGENT CURVE TO RIGHT CENTER BEARING S 65 -32 -34 W THRU C/A OF 0 -12 -18 DISTANCE OF 10.03 FT TH S 65 -30 -25 W 199.33 FT TH N 22 -47 -01 W 21.44 FT TH S 63 -32 -48 W 62.13 FT TH S 65 -46 -07 W 58.17 FT TH N 24 -13 -53 W 402.19 FT TO POINT OF BEGINNING LOT C OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO L98 -0033 RECORDING NO 9810059013 TITLE NAME PROJECT ENGINEER JESSE MONTEZ ACCOUNT MANAGER STEVE FLINK FITTING FOREMAN JASON ZEMBRYCKI REFRIGERATION FOREMAN DEAN GRASSER CUSTOMER CONTACT TIM DOHERTY COMPANY MACDONALD MILLER MACDONALD MILLER MACDONALD MILLER MACDONALD MILLER MZIMA NETWORKS \ \\ \ \ e\ee PHONE NUMBER 206 - 768 -4288 253.680.3172 206.768.3860 206- 768 -4270 213 - 324 - 7746 „,•,,,„ „s„ \ \ �� \\���\� , \ � � \\ \��\ \ c \\ \\ \ \ \ \ \� : \ \ \ems \ \\ � �\\ �\\ \ \ \ \ \ ��. \\e \ ,,\N'''''.•\.\\.\\\ � \• \\\\ �\ �� \ \,\ TO E CONDITIONING UNITS. UNITS PROVIDED BY O EXISTING PIPING CONNECTIONS T 2 NEW COMPUTER ROOM AIR E & CONDENSATE FROM INSTALL PIPING (CWS/R, HUMIDIFIER ( OWNER. START UP, TEST AND BALANCE NEW UNITS BY MM. CONTROLS & ELECTRICAL WIRING BY OTHERS SEPARATE PERMIT REQUIRED FOR: a Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 12101 TUKWILA INTERNATIONAL BLVD TUKWILA, WA SITE MAP NO SCALE FELE CO : If Permit N Plan review approval is subject to errors and omissi Approval of ction documents does not autho the violation of any adopted code or ordinance. Re of approve el o y and conditions is acknowled By Date: I. MAY 102010 City Of lbkwlla BUILDING D ON FAX NUMBER 206 -768 -4289 206.768.3861 206 - 768 -4271 RECEIVED APR 2 0 2009 PERMIT CENTER MO9 01-lU pt d: I I I I I I I I 1 1 1 1 1 1 10l C V I 0 ENGINEER: B GEZON CHECKED BY: B GEZON CAD: P MILLER SHEET NUMBER: -6 c c.) co yX; B o CO CD � a) o E: N E X O C0ti` C/) U c (13 : c < r . O 8 4) N 0 •j ti e h- D DRAWING NUMBER: C - 1 490- 7396200 -00 LU 0 w 0 LAST REVISED: 03 -26 -09 DATE PLOTTED: 03 -26 -09 ISSUE DATE: 03 -26 -09 TM0.01 /N PA APR 2 7 2009 DL 'Il bill! VISION 1 0. 2 0 CRU— 1 8c2 SUPPORT STAND BALL VALVE (TYP) 4 • 4 t TT COMPUTER ROOM AIR CONDITIONER CRU- 1/2" CAPPED HOSE BIBB FITTINGS FOR DRAIN & SYSTEM FILL (TYP 3) CONDENSATE DRAIN —T—T II P&T TAP (TIP) CONNECT TO HUMIDIFIER SUPPLY CONNECT TO 3/4" DRAIN 3/4" SECONDARY DRAIN 1>1 1 /2" CW COMPUTER ROOM AIR CONDITIONED DETAIL N.T.S. FILL TANK VENTED TO ATMOSPHERE MANUAL AIR VENT UNION (TYP) EXPANSION TANK P&T TAPS (TYP) DRAIN < CWR--e BOLT LEGS PER STRUCTRUAL ENGINEER DETAIL DI—ELECTRIC UNION STRAINER (TYP) CWS FLOW SWITCH CHECK VALVE (TIP) PUMPS MAY BE MOUNTED ONTO DRY COOLER FRAME OR SUPPORT. DRY COOLER DETAIL N.T.S. 0 IM DETAIL—PIPING ON ROOF OR FLOOR 1\ - t0.0, NO SCALE PARAPET WALL 2ND FLOOR LEVEL IPUMP DRY COOLER GALV. STRUT PIPE CLAMP PIPE A—A SECTION — TYPICAL 1/8" = V-0" PREFABRICATED CLOSED—CELL FOAM/STRUT SUPPORT MFG: MICHIGAN MOD: PIPE PIER ROOF/FLOOR GLUE/MOP SUPPORT TO ROOF/FLOOR BY G.C. RAISED FLOOR LEVEL 1 §tFLOOR LEVEL GARAGE FLOOR LEVEL EWT°F I LWT°F 85 95 85 ELECTRICAL WT VOLT/PH FLA LBS 460/3 4.8 1,050 460/3 4.8 1,050 NOTES NEW,1-5 NEW,1-5 \\\ -\ ''\\ • \\\ COMPUTER ROOM UNITS (CRU-30 - 31): UNITS TO OPERATE WITH STANDALONE, ON BOARD, MICROPROCESSOR BASED CONTROL. MONITORING FOR STATUS OR FAILURE BY OTHERS. SERVED BY DEDICATED DRY COOLER AND PUMP. \ \\,, ‘,,,,,,,,,, .,,,,y7,..,,x, \ ,N, ‘,.."■.,,,, , \ \' x, \\' V" \ \\ '‘`•::,.., \ - \ ,.,:\ ‘\,k ‘\ \, '..;\\\\‘\,,\ '\;\\\ N' \ ‘ ‘\\ '‘ . \ \ -\ ....,\\ s' \\.\" N.r \ \ LBS NOTES MFG & MODEL NO. BAC FXV L644-LMQ BAC FXV L644-LMQ WITH FACTORY OPTIONS: - LOW SOUND FAN SYSTEM 121(W ELECTRIC PAN HEATER - ELECTRIC WATER LEVEL CONTROL PACKAGE' • • EXTENDED LUBRICATION LINES .". - DUAL MAKE-UP WATER SOLENOID VALVE - FOR CITY WATER OR WELL WATER MAKE-UP - INVERTER DUTY TEAO FAN MOTOR ' • 2. , INDUCED DRAFT CONFIGURATION, PROP FAN W/ VERTICAL TOP DISCHARGE 3. CONDENSER WATER PROPYLENE ROP L—NE GLYCOL MIXTURE; 30% GLYCOL. = UNIT NO. AREA SERVED MFG & MODEL NO. DC-1 FLOOR 1 DATA CENTER LIEBERT DSO-310 L DC-2 FLOOR 1 DATA CENTER LIEBERT DSO-310 1. POWER WIRING AND DISCONNECT BY ELECTRICAL CONTRACTOR. 2 . SINGLE PUMP PACKAGE AND INTEGRAL PUMP CONTROLS 3 CONDENSER WATER PROPYLENE GLYCOL 1XTURE; 30% GLYCOL. 4.. APPROXIMATE 8.8 GALLON SYSTEM 5 M FLUID VOLUME 45 GALLONS. GPM DP FT 750 100 750 100 750 100 67 95 67 95 N\ N\ --\ \ A \ \\‘ \\\ \ ` \ \ \SN \ \ \ \ \ \ \ \ \\`‘. \ \ N. • \ IMP DIA IN HP RPM VOLT/PH 30 1750 460/3 30 1750 460/3 30 1750 460/3 3 460/3 3 460/3 EXIST, 1 NEW, 2, 3 \ss2',‘A•;.\g‘,\\<\\N\ -\‘ 4‘, s N ' ;‘ \\ \\ \ ‘.\\ \\‘'‘ 7, *N- UNIT NO. UNIT SERVED MFG & MODEL NO. P-1A CT-1 & 2 PACO LF-4012-9 P-1B CT-1 &2 PACO LF-4012-9 P-1C CT-1 & 2 PACO LF-4012-9 /1\ P-1D CRU-30 LIEBERT S3A P-1E CRU-31 LIEBERT S3A TYPE NOTES: 1. WITH EXISTING VFD DRIVES 2. OWNER PROVIDED FACTORY PUMP WITH NEMA 3R ENCLOSURE FOR'OUTDOOR.USE. 3. ELECTRICAL & CONTROLS BY OTHERS. EC TO PROVIDE STARTER at DISCONNECT.- City of Tukwila ill:PM DIVISION WT LBS NOTES EXIST, 1 300 EXIST, 1 300 NEW, 2, 3 REVIEWED FOR CODE COMPLIANCE • A.r APR 27 2009 MAY 10 Z010 MO °Lig RECEIVED APR 20 2009 PERMIT CENTER I I I I I I I I I I I I I I I I 0 ffi a_ 1 1 1 1 1 1 1‹ ENGINEER: B GEZON CT) E C) Cu E 10.070711, 0 (.0 I•■ U) 0 w 0 LU 0 Lii 0 z 0 F- 0 Et F- (I) 0 c.) 0 0 (/) LAST REVISED: 03-26-09 CHECKED BY: DATE PLOTTED: B GEZON 03-26-09 CAD: ISSUE DATE: P MILLER 03-26-09 DRAWING NUMBER: C 1490 7396200 00 SHEET NUMBER: TM0.02