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Permit M13-056 - OMNICARE - REPLACE ROOF TOP UNITS
OMNICARE 12674 GATEWAY DR M13-056 City oilkukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206.431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov MECHANICAL PERMIT Parcel No.: Address: 2716000020 12674 GATEWAY DR TUKW Project Name: OMNICARE Permit Number: M13-056 Issue Date: 04/08/2013 Permit Expires On: 10/05/2013 Owner: Name: Address: Contact Person: Name: Address: Email: Contractor: Name: Address: Contractor EPROPERTY TAX INC DEPT #207 PO BOX 4900 , SCOTTSDALE AZ 85261 ASHLEE BARLISH PO BOX 24567 , SEATTLE WA 98124 ASHLEEB @MCKINSTRY. C OM MCKINSTRY CO LLC PO BOX 24567 , SEATTLE WA 98124 License No: MCKINCL942DW Phone: 206-762-3311 Phone: 206 762-3311 Expiration Date: 03/16/2014 DESCRIPTION OF WORK: INSTALL (9) NEW RTU'S, (2) EXHAUST FANS, (1) DUCTLESS SPLIT. Value of Mechanical: 100,000.00 Type of Fire Protection: UNKNOWN Electrical Service Provided by: Permit Center Authorized Signature: Fees Collected: International Mechanical Code Edition: Date: $1,309.56 2009 I hereby certify that I have read and examined t E' permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this mechanical permit and agree to the conditions on the back of this permit. Date: 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. 4n,,• innr_eiln ne11_nAa Dri,to,t• ne_nn_)n1a PERMIT CONDITIONS Permit No. M13-056 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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: 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. 5: Readily accessible access to roof mounted equipment is required. 6: 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. 7: 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. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: 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). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 11: 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. 12: ***FIRE DEPARTMENT CONDITIONS*** 13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 14: 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 #2328) 15: 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) 16: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2328) 17: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2328) 18: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2328) 19: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 20: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this drier IMC -4/10 M13-056 Printed: 04-08-2013 project. 21: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. Mr. IMr4/1 n M1 1_nFR Printarl• nd_nA_7n14 CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, W4 98188 http://www.TukwilaWA.gov Mechanical Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use only) MECHANICAL 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** SITELOCATION King Co Assessor's Tax No.: .2.4-1i900-0020 Site Address: 17-1.0-1-14 &1. kewoLi 1��C. Suite Number: Tenant Name: Omv\:\ PROPERTY OWNER Name: iNvI\e e. ,v;YUSli\ Address: vO ; 'o-1 Name: oq„,1,E Phone (0 is z.33 i I Fax: Email: as.A+tag,6e1,.4c k4nSir(A,corr., Address: pm \%. , ck .4u e . -14.d.40 City: ti 4ck State: \NJ A Zip:q ohm, CONTACT PERSON — person receiving all project .. communication Name: iNvI\e e. ,v;YUSli\ Address: vO ; 'o-1 City: 3ealite. State: \\I A ZipittiLI � 1 Phone (0 is z.33 i I Fax: Email: as.A+tag,6e1,.4c k4nSir(A,corr., New Tenant: Floor: ] Yes l 4 ❑ ..No MECHANICAL CONTRACTOR INFORMATION Company Name: _ a/ 1\aS+k tA Address: P d g 5--9 - City: 0e ck-\--1 Q_ State: w A Zip: cten I Phone: go to ..41 j .2,�% `Fax: Contr Reg No.: WIULtNIGAth. Exp Date:.; ii to 11 Tukwila Business License No.: O` O` 4 `; Valuation of project (contractor's bid price): $ Describe the scope of work in detail: MCA- o 1 \ C46 yu,vJ1 9 ----COS (t Qxlnays# -ens, (t) clot -less sph-f . Use: Residential: New ❑ Replacement 0 Commercial: New ERI Replacement (� Fuel Type: Electric ❑ Gas Other: H:\Applicattons\Fotms-Applications On Line \2011 Applications\Mechanical Petmn Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 1 oft Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Furnace >100k btu Floor furnace 1 Suspended/wall/floor mounted heater Appliance vent Repair or addition to heat/refrig/cooling system Air handling unit n <10,000 cfm "' Unit Type Qty Air handling unit >10,000 cfm Evaporator cooler 1 Ventilation fan connected to single duct Ventilation system Hood and duct Incinerator — domestic Incinerator — comm/industrial Unit Type Qty Fire damper Diffuser Thermostat 1 Wood/gas stove Emergency generator Other mechanical equipment Boiler/Compressor Qty 0-3 hp/100,000 btu 3-15 hp/500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/1,750,000 btu 50+ hp/1,750,000 btu 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 ER OR A . ORIZED AGENT: Signature: ! Date: Silt -11S Print Name: Y` f a Y LIS Day Telephone: a4CD(S2 `4aQ Mailing Address: p o go, ci um—t, 1- H:\Apphcations\Fotms-Applications On Lme\2011 Applications\Mechanical Permit Application Revised 8-9-1 Ldocx Revised: August 2011 bh S-2a44IQ vi/1 �'I2�-% City State Zip Page 2 of 2 • 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.TukwilaWA.gov Parcel No.: 2716000020 Address: 12674 GATEWAY DR TUKW Suite No: Applicant: OMNICARE RECEIPT Permit Number: M13-056 Status: ISSUED Applied Date: 03/19/2013 Issue Date: 04/08/2013 Receipt No.: R13-01770 Payment Amount: $63.00 Initials: LAW Payment Date: 05/31/2013 01:35 PM User ID: 1632 Balance: $0.00 Payee: JON I MULLEN TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. H59826 ACCOUNT ITEM LIST: Description 63.00 Account Code Current Pmts MECHANICAL - NONRES 000.322.102.00.00 63.00 Total: $63.00 Printed: 05-31-2013 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.TukwilaWA.gov Parcel No.: 2716000020 Address: 12674 GATEWAY DR TUKW Suite No: Applicant: OMNICARE RECEIPT Permit Number: M13-056 Status: ISSUED Applied Date: 03/19/2013 Issue Date: 04/08/2013 Receipt No.: R13-01644 Payment Amount: $63.00 Initials: JEM Payment Date: 05/16/2013 12:13 PM User ID: 1165 Balance: $0.00 Payee: MCKINSTRY CO. SERVICE ACCOUNT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 12517 63.00 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts MECHANICAL - NONRES 000.322.102.00.00 63.00 Total: $63.00 Print/ail. n5_1R_9M3 i 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.TukwilaWA.gov Parcel No.: 2716000020 Address: 12674 GATEWAY DR TUKW Suite No: Applicant: OMNICARE RECEIPT Permit Number: M13-056 Status: APPROVED Applied Date: 03/19/2013 Issue Date: Receipt No.: R13-01232 Payment Amount: $1,047.65 Initials: TLS Payment Date: 04/08/2013 08:24 AM User ID: 1670 Balance: $0.00 Payee: MCKINSTRY CO - SERVICE ACCOUTN TRANSACTION LIST: Type Method Descriptio Amount Payment Check 12463 1,047.65 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts MECHANICAL - NONRES 000.322.102.00.00 1,047.65 Total: $1,047.65 rinr• Rcrcink_ff Prinkori• nd_nR_�n1� • 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.TukwilaWA.gov Parcel No.: 2716000020 Address: 12674 GATEWAY DR TUKW Suite No: Applicant: OMNICARE RECEIPT Permit Number: M13-056 Status: PENDING Applied Date: 03/19/2013 Issue Date: Receipt No.: R13-01080 Payment Amount: $91.35 Initials: WER Payment Date: 03/19/2013 09:12 AM User ID: 1655 Balance: $1,047.65 Payee: ASHLEE BARLISH TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 015175 ACCOUNT ITEM LIST: Description 91.35 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 91.35 Total: $91.35 Drinfnr!• AQ_1G_9A1Q s • 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.TukwilaWA.gov Parcel No.: 2716000020 Address: 12674 GATEWAY DR TUKW Suite No: Applicant: OMNICARE RECEIPT Permit Number: M13-056 Status: PENDING Applied Date: 03/19/2013 Issue Date: Receipt No.: R13-01079 Payment Amount: $170.56 Initials: WER Payment Date: 03/19/2013 09:10 AM User ID: 1655 Balance: $1,139.00 Payee: MCKINSTRY CO TRANSACTION LIST: Type Method Descriptio Amount Payment Check 11672 170.56 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 170.56 Total: $170.56 Drinforl• n4_1o_7n1� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 . (206) 431-367 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection: Address: 0 (, 4 c 1 :iit Date Called: __- Special Instructions: j DateWanted:. -'‹.a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i Inspector: 1 A 4 Datej , r (3 ;!I n REINSPECTION FEE REQUIRED. Prr to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP NO. PERMIT NO. G CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188` `I(206) 431-3670 Permit Inspection Request Line (206) 431-2451 CTION Project: p Type of Inspection„5kj,r JV Aii _ Address:—"? ������ 12(P 41Special Date Called: i lq S./ --A-E r s Instructions: 0)---4 Al II Date Wanted:. r t) p.m. Requester: . c . Phone Co -4 23 -4 (S-''0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: i lq S./ --A-E r s -- iD©wi (- ' (A- 144--6 AR r . c . —r- 1 ,L�0r 0 V P.10 bk A-44- :0 (Lep r -r � v f /J & U .*3(Z Or-- F' n. A- L, s,.).J; ,2,c? I-"-t..i P R AA 1---''"-- — Inspectd Dater -f3 t n REINSPECTION FEE REQUIRED. �rior'to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I3 =OS! INSPECTIONtN0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:0 A.A Ai \ cityTypg o`f Inspection: Address: Date _LAT' j ( A-- f1) 1 Special Instructions: Date Wanted:•. .-`3 0 _ ... /�;m ` p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. r - COMMENTS: r -u-2l 1 \ v �� v A (4 d Inspei tor: 5 #i /I ativ. Date:5 3 (� ---- U n 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 6 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 431-2451 Project:t 0 / /V. C. ° Type of -inspection: % -t-Y A Ak. G Address: !Date 1 ?_Co`74 6icr " 4-% Called: Special Instructions: % j Date Wanted: --aim. Requester: Phone No: (Approved per applicable codes. 0 Corrections required prior to approval. 7 COMMENTS: Inspect ,u Date: ri 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) 431-2451 (3-oSi Project; 0 ) v �iV .� Ty eJof Inspection: y`� u�o , mall Aid drrIo-71 6ittrEtAm, Date Called: Special Instructions: / Date Wanted. -.- ('- 13 :a.tnr p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 3/A' O 1 ti %Z.t--A.C D J r A 11 it Inspect°, L --?,K n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: --- —Z.(-(3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit IM13-DSS PERMIT NO. _, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 431-2451 Project: R-io.a P- L., A - ..e> , Ai, .. . TN- J e _ 1 3 r kt r cA <; Type of Inspection: Address: 12-(0 1 �/�r� Date Called t In fr C Special Instructions: )1 kAve ..1 . —SNA-AAas A -11,,r I. Date Wanted:,.. ' m: 3 --zr --13 Requester: �, Phone N oe ' oe — 423 _4(5_0 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS:��/�� ��Q� �`i`b A t l ft ,� 1�`e, n R-io.a P- L., A - ..e> , Ai, .. . TN- J e _ 1 3 r kt r cA <; XI h__.Gnr4 JipA Se: elf- r)ck,AC fr\AV RP ,.r A, L9A St1'u(YJ T A-1 ; (JA 4 c.s Mu 1.‹.)/ <r ; t\ 1"":7"; A4 'C"1,\P I►A;T5 )1 kAve ..1 . —SNA-AAas A -11,,r I. V, di (i's .4 1-x-6. MJ Sr Al,S 0 h,40 (Pi(e )—i 0 A n" .c: - r 'A',A f n e A. SP) - 6 /J CAA l-,- r l 1.. e c rrS 1F-- J i,:t,,i `, { : i(' e -4Q 1 arr-AkpAT. : ..n,t � A eel SIAM \ Si b. (..r- ta/ - AGI `1--4-'"e A in A A; .G L `_ o f 11 e 64-1 es ,-- , ;t\— A- kO ; .S ; o A ~t,n aL s ‘N, A 6 Insperor: Dat , � 9 ❑ 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 `g. (206) 431-3670! Permit Inspection Request Line (206) 431-2451 M13—DS, N ProjeD 11/4Aki k c -As C Type og`f 1� spectiynqn: nn e-\ ,ct: Ai qk T Address: 11'71 10m'el Date Called: Special Instructions: Date Wanted:. ZS S / P.m. Requester: S Phone No: ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: ] n/. 0 K---(- G r` D 1"T~ e,k5 --- A. s�� Tc ----p P NA. N, A-4 ; S of 1 fJ 0 S Inspector: %� � Date:,� a n 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=36 Permit Inspection Request Line (206) 431-2451 Project: ti Typerof Inspecti n: , -T,. Adc�r g 9 Zt r i ( Date Called: Special Instructions: Date Wanted:.....: S''':477 = % 4�p m. Requester: Phon INIX 4 —4 ( y 0 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: C—b "- 0 i) s - r - ,__--r_p31-1\--q D ci,-(..7: Okotu,si r r �PSe. a"t dL/r/5 Gr ✓(6(.3 3 liA LA_ i /.4f) S C' W K Ak 01rK c5:. r4.. ',D. . a of — sus kJ. e 5 15) kO0 S L& s -Q .5k -w( 0)uJA - O 6 - -AJ —` ! U -P 'L_ S a 6- e--rsp6A-i T -o rJ Ins pectora A Date: REINSPECTION FEE REQUIRED. Prior to next inspection fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to scl educe reinspection 41 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) 431-2451 Project: J.,J/A. Type of Inspec ion: `( O c - v L-�� A-4` Ad+dre_1.4 6 — "^6:-.1--:‘ i" _-e;f Date Called: u 6 ._,�,, f Special Instructions: I Date Wanted/ " ((p —1..� a.ml_ p.m. Requester: Phone No:./0 -473 -4 16-0 0 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: J.,J/A. `( O c - v L-�� A-4` u — "^6:-.1--:‘ i" _-e;f 2-' AEs Inspectort.` a t tik Date, -- "- ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit b/3- (2 13 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: a,.'. cc, v-“? Sprinklers: ,-f-- Type of Inspection: ,Met -1, Fi c [ F+ Fihk.1, r; f'ih4,l Address: i,.(,..)(--1 Suite #: ,, L j i] v. Contact Person: Special Instructions: Monitor: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: A - o Needs Shift Inspection: ` - Sprinklers: ,-f-- 23- /3 Fire Alarm: A) Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: f Inspector: Avv\; ) Date: 23- /3 Hrs.: / $100.00 REINSPECTION FEE REQUIRED. .You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 (Yf• INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 141 3-05-C. �A F-120 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: Type of Ins ection: Address: Suite#: 1Z.6"21/ara,f Q('• Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm:, Hood & Duct: %� Ad( scl-e ) ('e5e7t / ph Ac--- Tii Gj�jr /c Needs Shift Inspection: Sprinklers: Fire Alarm:, Hood & Duct: Monitor: .Pre -Fire: Permits: Occupancy Type: Inspector: (-'f p J -y Date: riV/R Hrs.: i , $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 FILE COPY Permit '`woo. STRUCTURAL CALCULATION REPORT SEISMIC AND WIND ATTACHMENT CONNECTION FOR ROOFTOP MECHANICAL EQUIPMENT Project: OMNICARE TI HVAC Location: 12674 GATEWAY DRIVE TUKWILA, WA 98168 McKINSTRY Project: 01980 Date: 5-23-13 ENGINEER'S STATEMENT: Existing roof purlins are inadequate to withstand the minimum design loads (25 psf snow load) of current building codes. ABKJ - 5.23.13 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 3 0 2013 City of Tukwila BUILDING DIVISION Expires: 9-23 RECEIVED CITY OF TUKWILA MAY 2 8 2013 PERMIT CENTER 5005 3rd Avenue South • Seattle, WA 98134 • 206.762.3311 • FAX 206.762.2624 . California • Colorado • Idaho • Kansas • Minnesota • Montana • Oregon • Texas • W hin ton ■ Wisconsin biajet ,11 SEISMIC AND WIND ATTACHMENT CONNECTION ,. ,, _OMNICARE TI HVAC Tukwila, WA 98168 BASIS OF DESIGN Page 2 The scope of this structural design packet is limited to the structural design of the seismic / wind attachment connection anchoring the base of the replacement mechanical units and the design of the new wood sleepers to support the incoming units. The effected framing will also be confirmed with respect to the revised loading. Note that the design of the original roof foists and support framing was completed by others and not within the scope of this project (see further description below). The building was built in the eighties as a warehouse / office complex and constructed of wood framed post / beam construction along with concrete tilt -up perimeter walls. The roof system is a panelized ' 'Berkeley' type roof consisting of glue- laminated girders with drop-in back spans and 4x16 purlins ,supporting ,2x4sub-purlins and 1/2 sheathing. The sleeper to'.roof connection will consist of wood lag screws to be installed at each end of the sleeper – fastening to underlying glue -lam or purlin— as a hold-down connection. In addition, Simpson A35 clips will be'installed on 15oth sides of the sleeper to positively connect to the existing roof diaphragm. The equipment to sleeper connection will consist of lag screw connection anchoring the equipment base to the sleeper ora plate connection as an alternate detail. At equipment locations where a transition curb is to be installed a positive_ metal screw connection will be installed. Note that the existing DF -L 4x16 joists were checked between Grids: G – D and determined to be overstressed with respect to anticipated snow loading without the additional weight of the existing mechanical units RTU -1 and 2. The stress level in the joists currently exceeds 125% of capacity under nominal snow loading and self weight. • Between grids: G -D that support mechanical equipment (within the scope this design packet), McK has provided a reinforcing detail consisting of sistered C6x8.2 channel thru-bolted to the side of the purlin. In addition, we require that the existing purlin grade and hanger be confirmed prior to construction. ',With,regard to the foists that do not support rooftop equipment between grids: G -D, it is our recommendation that the joists, girders, hanger and columns be re -checked with respect to structural adequacy for the anticipated design loads. DESIGN PARAMETERS Overturning moment and base shears for the roof equipment were calculated per criteria defined in ASCE • 7-05. Mechanical Equipment (See,.Schedule) 5005 3rd Avenue South • Seattle, WA 98134. 2o6.762.3311 • FAX 206.762.2624 Colorado ■ California •ldaho • Kansas • Minnesota • Montana ■ Oregon • Texas • Washington • Wisconsin ' ° w j w p , eiiirfrinlitt21111,r REFERENCES • International Building Code —IBC 2009 • Minimum Design Loads for Buildings and Other Structures, ASCE Standard —SEI/ASCE 7-05 • Structural Drawings prepared by J.S. Dyer & Associates (issued for permit but not installed) (Dated: 5-23-05) LOADING CRITERIA GRAVITY LOADS • Self -weight of units (see schedule) • Snow Load: 25 psf WIND LOADS Description: Value: Page 3 Basic Wind Speed Wind Exposure Category Roof Height SEISMIC LOADS Description: 85 mph Exposure 'C' H < 30' max Value: Seismic Site Class Soil Profile Type Site Spectral Acceleration Importance Factor Height LOAD COMBINATIONS Service Level: LC5 LC6 LC7 LC8 'D' per Geotech Report by XXX SOS = 0.98 1=1.0 Units on roof, take z/h=1 Load Combo: Stren ' th Level: U1 U2 U4 U5 U6 U7 D + (W or .7E) D + .75L + .75(W or 0.7E) .6D + W .6D +/- .7E Load Combo: 1.4D 1.2D + 1.6 L 1.2D + 1.6W + L + .5(Lr or S) 1.2D +1.0E +L+.2S .9D +/- 1.6W .9D +/- 1.0E 5005 3rd Avenue South • Seattle, WA 98134. 206.762.3311 ■ FAX 206.762.2624 Colorado • California • Idaho • Kansas • Minnesota • Montana ■ Oregon • Texas • Washington ■ Wisconsin PARTIAL PLAN OF ROOF WITH HATCHED AREA INDICATING THE OVERTRESSED JOISTS -so 5005 3rd Avenue South • Seattle, WA 98134 • 206.762.3311 • FAX 206.762.2624 Colorado • California • Idaho • Kansas • Minnesota • Montana • Oregon • Texas • Washington • Wisconsin Page 4 GENERAL NOTES: 1. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE SEATTLE BUILDING CODE (SBC), 2009 EDITION. THE EXISTING STRUCTURE HAS NOT BEEN EVALUATED OR STRENGTHENED TO CONFORM WITH CURRENT SEISMIC CODE REQUIREMENTS AND IS NOT WITHIN THE SCOPE OF THIS PROJECT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS INDICATED, USE SIMILAR DETAIL. THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. THE CONTRACTOR SHALL PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO: BRACING, SHORING AND SEQUENCINGTO MAINTAIN STABILITY DURING CONSTRUCTION. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS REPRESENTS THE PRESENT KNOWLEDGE BUT WITHOUT CERTAINTY OF ACCURACY. CONTRACTOR SHALL REPORT ANY DISCREPANCY TO THE OWNER AND ENGINEER OF RECORD. THE CONTRACTOR SHALL NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE ENGINEER. 2. DESIGN CRITERIA: CODES: IBC 2009 WITH SEATTLE AMENDMENTS AND ASCE 7-05 LOADING: SELF WEIGHT OF MECHANICAL EQUIPMENT WIND: V3S = 85 MPH, EXPOSURE: C, IW = 1.0 SEISMIC: SDS = 0.91 SNOW: 25 PSF 3. SAWN LUMBER: SAWN LUMBER SHALL CONFORM TO "GRADING AND DRESSING RULES, WEST COAST LUMBER INPECTION BUREAU (WCLIB), LATEST EDITION OR THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE GRADE STAMP AND THE APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL SHOW NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. ALL FRAMING LUMBER SHALL BE DOUG FIR - LARCH, TYP UNO. ALL 2X AND 4X LUMBER SHALL HAVE A MOISTURE CONTENT LESS THAN 19% AT THE TIME OF INSTALLATION. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES TYP UNO: , ITEM MINIMUM GRADE COMMENTS WALL STUDS, 2" TO 4" THICK (STUD HT=8'-6" MAX) STUD GRADE, (Fb = 700 PSI) STUDS, 2" THICK X 4"-8" WIDE NO. 1 (Fb = 1200 PSI) STUDS, 3" THICK X 4"-8" WIDE NO. 1 (Fb = 1200 PSI) STRUCTURAL JOISTS, PLANKING, BLOCKING NO. 1 (Fb = 1200 PSI) BEAMS AND STRINGERS NO. 1 (Fb = 1200 PSI) POSTS AND COLUMNS NO. 1 (Fb = 1200 PSI) SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUG FIR. ALL WOOD BEARING ON CONCRETE OR MASONRY IF LESS THAN 4'-0" ABOVE GRADE OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. FRAMING HARDWARE SHALL BE "SIMPSON STRONG -TIE' OR APPROVED EQUAL TYP UNO. INSTALL NAILS IN ALL ROUND AND TRIANGLE HOLES WITH NAILS PER THE MANUFACTURES INSTRUCTION. CONNECTORS OTHER THAN SIMPSON STRONG -TIE SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO INSTALLATION. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI B18.2.1. ALL BOLTS THRU WOOD SHALL HAVE STANDARD CUT WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED. BOLT HOLES SHALL BE BORED/REEMED TO 1/16" MAX LARGER THAN THE BOLT DIAMETER, TYP UNO. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF PLASTER, PLYWOOD, ETC. PROVIDE MALLEABLE IRON WASHERS UNDER EXPOSED EXTERIOR BOLT HEADS AND NUTS. MALLEABLE WASHERS TO HAVE A DIAMETER OF 4 X BOLT DIA AND MINIMUM THICKNESS EXCEEDING 1/2 THE BOLT DIA. ADHESIVES USED FOR FIELD GLUEING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG -01. 4. MISCELLANEOUS: REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, OR OTHER DRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING INFORMATION SUCH AS: SIZE AND LOCATION OF CURBS, EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS, DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ETC. CONTRACTOR SHALL COORDINATE DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION. PROJECT OMNICARE GENERAL NOTES Job No: 1980 Drawn By: jwg Scale: nts Ref Dwg: Date: 3/13/2013 GENERAL NOTES 1E,0,41,18,2 Li 0 'MB 117031747 1414114 X 0 10.4 X2.1400 sttFZITSZ= - -G NOTES: 1. CONTRACTOR TO CONFIRM GRADE OF EXISTING JOISTS AND HANGERS WITH ENGINEER OF RECORD FOR APPROVAL PRIOR TO INSTALLATION OF ADDED C6 PER NOTE 2. 2. PROVIDE (N) C6 X8.2 SISTERED MEMBER TO ALL JOISTS SUPPORTING ROOF -TOP MECHANICAL EQUIPMENT BETWEEN GRIDS: D - G 3. INSTALL WOOD SLEEPERS PER DETAIL SK -2 TYPICAL UNO. 4. AT RTU 1, 2, 3 AND 6 LOCATIONS, NEW UNIT WILL BE ATTACHED TO TRANSITION CURB. FOR MINIMUM CONNECTION PROVIDE (1)-1/4" DIAMETER SCREW AT 12" OC ALL-AROUND UNIT. 5. EXISTING ROOFING MATERIAL NOT SHOWN FOR CLARITY; REMOVE ROOFING TO INSTALL SLEEPERS AND PATCH -BACK AS NECESSARY. 6. (N) STEEL TO BE SHOP PRIMED AND PAINTED. 7. ALL WOOD TO BE PRESSURE TREATED DOUG -FIR LARCH #1 MINIMUM GRADE TYP UNO. 8. (E) DENOTES 'EXISTING', (N) DENOTES 'NEW'. EXPIRES: 9-23-14 5I CO 0) 0) g* z 0 cc 0 OMNICARE PARTIAL PLAN AT ROOF 9 (N) P.T. pF L-1 w 51MP5aJ Lv52b f;_ris Cr✓orrt. �r3) PLAN DETAIL ik.e)4)(1L 5 LD Pt ,Ip Pl L 4IE.)9X►b YID ExTE'ror n�►IG14 Eat, t PM e ki r- vorr # e/ S —Cry) P.T. DF `i x 8 sLEE.P JL (.-rnQtt..11.-ev ) C:) '/'' pt_,/,„4:› NOTES: 1. (E) DENOTES 'EXISTING', (N) DENOTES 'NEW. 2. 'HD. DENOTES A HOLD DOWN CONNECTION, SEE SK -3 FOR ADDED INFO. 3. PROVIDE SIMPSON 'A35' CLIPS AT SLEEPER TO ROOF DECK CONNECTION, SEE SK -3 FOR INFO. 4. CENTER MECHANICAL EQUIPMENT BETWEEN (E) 4 X 16 JOISTS. EXPIRES: 9-23-2014 PROJECT: OMNICARE DETAILS Job No: 1980 Drawn By: jwg SK- 2 Scale: nts Ref Dwg: Date: 3/12/2013 4 (A/Ord #- VVI (N) P.T. DF 4 X 8 MIN SLEEPER PER PLAN Pw ra C K t/A/i Pr ()GA/ Xlr EQUIPMENT BASE, SEE SK -4 FOR CONN DETAIL ( Iv> P _T_ D F ut kq, \A/1 5.trhe?So1J Lk,S2fo NA?x(,22 A -t- EA Is)b —(4') SIr)PSan/ A3S` CC/Pi /MM$1AtL (2) 4-‘../ PS rtd/n/ 41...o/V6SA- 5 nor OF s(-6,! N) 51., A2. 1 r/L✓rL._ ELEVATION A NOTES: 1. (E) DENOTES 'EXISTING', (N) DENOTES 'NEW'. 2. RIP SLEEPER AS NECESSARY TO LEVEL FOR INCOMING MECHANICAL UNIT. 3. FOR HOLD DOWN CONNECTION, INSTALL 5/8" DIA X 7" LAG SCREW AT EACH END OF SLEEPER; MAINTAIN 4" MATERIAL THICKNESS AT CONN. 4. SEE SK -4 FOR MECH UNIT TO SLEEPER CONNECTION, TYP UNO. EXPIRES:9-23-2014 PROJECT: OMNICARE ELEVATION A Job No: 1980 Drawn By: jwg SK- 3 Scale: nts Ref Dwg: Date: 3/12/2013 E.Qtil Pm l!!- LLk. ti(3 02 s� r?� L M -'h, x 2' LAla S c-eLKA,s1 Art 5.-A G 0,2. lv rLYL Ai'J I N1=-1. Li_ A-7- I L6 !l MAX SPA;r_..1A1C� 1.1)St.vtil2? rr< DETAIL '1 T1 ALTERNATE DETAIL 64) St-otti.Pr;..L NOTES: 1. (E) DENOTES 'EXISTING', (N) DENOTES 'NEW'. 2. RIP SLEEPER AS NECESSARY TO LEVEL FOR INCOMING MECHANICAL UNIT. 3. FOR TRANSITION CURB CONNECTION DETAIL, SEE NOTE 4/SK-1 A/5, \4,..42011,0 /4,45, `r`s7ONALSI4 EXPIRES: 9-23-2014 PROJECT: OMNICARE DETAIL Job No: 1980 Drawn By jwg SK - 4 Scale: nts Ref Dwg: Date: 3/13/2013 s r Q-itL lb ( J$1 -4 -LL (0 Cloxcb.z az.(5) LtY,110 5vtj Pt.42.1.-1. / @ `1=v"›e_ CF) vv. vRn.IQ L SG c- toN) (N) 1/th0 A304 t'//72v - oL75 Ar (xv, e# Prb 1-7 & / 2." Pkylie Oe- S pc 6, 7-W'r c,rt_ CN) C;o X 8.2- X / �n� r,✓ PROJECT: OMNICARE ADDED C6 MEMBER TO (E) 4X16 Job No: 1980 Drawn By: jwg SK- 5 Scale: nts Ref Dwg: Date: 3/13/2013 I For Th instry life Of Your Building 800.669.6223 www.mckinstry.com PROJECT CX1 t\% 1 C.A moi° U 1Q \TS TITLE BY -\W SCALE OS JOB n blot Ti DATE /-13 REF. DWG SHEET Scope : ED SK.I.SYVLLL 0.0r4.A47,6.vto (LooP-jo MVA•1 4 64 t., ervtAiN/ T )/(S >v (v /two lV C, Lo( A''Cl.o�J vert►..)1 Xyt,vL 12 Ca'? GA"rtAitry Dellviz.. 'LLA LLA wA el Dr -St (or,U ? PNtjrtml,.-r Go pr` : Zook A- SG —'-�- �tSfi�w� PWrwl N(,S ioS tAit- G AIVAMY CO Q2o T. &Vt _13t'9G 2 \Jo 1.-utv-k-PrrLY SK.tswt. 1L CZ, ,-itloCi,-t- S'f = J S P 1 Ii,►z Axg> /-es5 a Lt n- ,..s -23 — 1.,114a Nor C Doke LrvT D f& i- QMwlN6S L'S>c.P Ircx� s)tis11wb tl/hvc,'( .-V1 ti -L 1Ivc-o Voo v.- I N � = C � - PLS c, �� ,�) .. c 1/2_ p(�(IAA) = t . sF5c_ C)(Art.t..1.).) 4\tc11.0 6b' oc) Soi-R2t.,tk) (2)1 -Lit €Lj' °GW'f4 uL LK`$1 r .cbfs•C 7(-2-.1,n)IL0 •s 2 St�I,,F = 1 o P.S 800.669.6223 For Th instry Life 01 Your Boning www.mckinstry.com PROJECT e)Yvl e' )M C /(Yl it . V24:51>11)? (1 IV CTS TITLE BY SCALE DATE REF. DWG JOB # 019K° SHEET \ KJlDJD U2, kZfi l o S IXC �vp 151�✓�LL �. X : Sas = V Po) C -L Ss P� I.vLt//Yi: Ce *0 & of (ooc. ) r54 (Mow) — apo 5 Psi -f - Svi,ov„) 614+—^ 'Pk.vz LA. N ov- P•7T- LS'C.D t ►-L.. v NAT wA. 11J s &Am a,va- 5 ULA 2S-1,5 Z. (1.oe (45a-9-) l.o: — 122 .28) I -LD Lo.ti-T) Th dz rpt aIA CE) wt. 2Sps0 5M.✓ 2S". 4702e 1 L/s OMNICARE 01980 3-7-13 jwg LOADS IMPOSED REACTION SCHEDULE FOR ROOF -MOUNTED MECHANICAL EQUIPMENT WITH WEIGHT > 400 LBS MINIMUM EQUIPMENT TAG WEIGHT MANUFACTURER MODEL # CAPACITY BASE SHEAR CONTROLLED BY SEISMIC OR WIND: Vmax (TOTAL): Nmax (© Corner): Pmax (@ Corner): v (Per Conn): COMMENTS: RTU -1 (E) 550 TRANE 4 -TON NOT APPLICABLE EXISTING UNIT RTU -2 (E) 550 TRANE 4 -TON NOT APPLICABLE EXISTING UNIT RTU -3 597 CARRIER 48TCDA05A2A6-0AOA0 4 -TON SEISMIC 655 LBS (-) 154 LBS 333 LBS 164 LBS NITH ECONOMIZER; ADAPTER :URB TO BE ATTACHED TO EXISTING MECH CURB RTU -4 597 CARRIER 48TCDA05A2A6-OAOAO 4 -TON WITH ECONOMIZER; ADAPTER :URB TO BE ATTACHED TO EXISTING MECH CURB RTU -5 629 CARRIER • 48TCDA06A2A6-0AOA0 5 -TON WITH ECONOMIZER; ADAPTER :URB TO BE ATTACHED TO EXISTING MECH CURB RTU -6 629 CARRIER 48TCDA06A2A6-0AOA0 5 -TON WITH ECONOMIZER; ADAPTER :URB TO BE ATTACHED TO EXISTING MECH CURB RTU -7 658 CARRIER 48TCDA04A2A6-0AOA0 3 -TON WITH ECONOMIZER RTU -8 712 CARRIER 48TCDA05A2A6-OAOAO 4 -TON SEISMIC 781 LBS (-) 131 LBS 344 LBS 195 LBS NITH ECONOMIZER RTU -9 1173 CARRIER 48TCDD12A2A6-0AOA0 SO -TON SEISMIC 1287 LBS (-) 251 LBS 602 LBS 322 LBS NITH ECONOMIZER AND 14" 4ECH CURB RTU -10 658 CARRIER 48TCDA04A2A6-OAOAO 3 -TON WITH ECONOMIZER AND 14" 4ECH CURB RTU -11 827 CARRIER 48TCDA07A2A6-OAOA0 6 -TON SEISMIC 908 LBS (-) 317 LBS 565 LBS 227 LBS NITH ECONOMIZER AND 14" 4ECH CURB 5/8" LAG SCREW AT EACH END OF SLEEPER, W'=499 # MIN, OK (4) Simpson A35 Clips per Sleeper to be installed; Va= 2680 # per Sleeper, OK 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS; DESIGN FACTORS: Equipment Type, Tag: Equipment Location: Equipment Weight: Equipment Mount: Wind Speed (mph): Sos: ap: RP: IP: zlh: 0.980 6.0 2.5 1.0 1 RTU -3 OUTSIDE 597 LBS SLEEPER 85 PER S1.0 AIR -SIDE AHU (T 13.6-1) AiR-SIDE AHU (T 13.6-1) ROOF MAX WEIGHT SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT SEISMIC FORCES: Horizontal Forces: F 0.4.[(ap •(Sds)•WP)•(1+2[ =jJJ R l IJJ(0.7 ) pp) FPM,x =1.6*Sds*WP *Ip*(0.7) FP.MIN =0.3*Sds*W, *Ip*(0.7) Fp. = FPH. MA% _ FPH. M N By Observation: FPH. ASO 1,179 LBS , [ASD Value] 655 LBS [ASD Value] 123 LBS [ASD Value] 655 LBS [ASD Value] Vertical Forces: FP,, = 0.2*Sds*WP *(0.7) FP.v Notes: 82 LBS - (ASD Value] 1,685 LBS [5D Value for Profis] 936 LBS [SD Value for Profis] 176 LBS [SD Value for Profis] 936 LBS 117 LBS [SD Value for Profis] [SD Value for Profis] 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS• Rigid Analysis: Maximum Tension: Pt=((Fph*h) + (Fp,, - (.6*D) * d min/ 2 ))/N/2 dmin Maximum Compression: Pc - ((Fh)ph*+ (Fp,. + (.6 *D) * d min/ 2 ))/N/2 dmin FPH = Seismic Horizontal Force =Veq (Base Shear, Total) Fpv= Seismic Vertical Force dmin = Minimum Distance (Transverse) h = Height to Center of Gravity N = Number of Seismic Restraints Notes: 1. Transverse direction controls Overturning Moment Otm= .6*Rm= Net Uplift= PC = PC = Vs= 1.8 left .7 kft -.3 k [ASD Value] -154 LBS 333 LBS 164 LBS SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT F� C.G. F lW V 655 LBS 82 LBS 44 30 4 EA Net Uplift Applies to Anchorage Conn Total Nu = Pu = Vu = [ULTIMATE Value for Profis] Maxium Tension [Includes gravity loads) Maximum Compression Maximum Shear at all locations -220 LBS 476 LBS 234 LBS inches inches dm For ra instry 1.01 Iain RaIlding OTM = Overtuming Moment RM = Resisting Moment W = Equipment Operating Weight FP1 = Seismic Horizontal Force F„ = Seismic Vertical Force dm = Mimimum Width of Equipment T = Maximum Tensile Force V = Maximum Shear Force h = Height to Center of Gravity (includes the height of sleepers) 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS; DESIGN FACTORS: Equipment Type, Tag: Equipment Location: Equipment Weight: Equipment Mount: Wind Speed (mph): S05: ap: Rp: Ip: zlh: 0.980 6.0 2.5 1.0 1 RTU -8 OUTSIDE 712 LBS SLEEPER 85 PER S1.0 AiR-SIDE AHU (T 13.6-1) AiR-SIDE AHU (T 13.6-1) ROOF MAX WEIGHT SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT SEISMIC FORCES: Horizontal Forces: FP = 0.4•[(ap •(Sds)•WP)•I 1+2I h)1] R IP FP,MAX =1.6*Sds*WP (0.7) FP.M,N = 0.3 * Sds * W,* Ip * (0.7) F, = FvH. MAx = FvH. MIN = By Observation: FPH, ASO = (0.7) I 1,407 LBS [ASD Value] 2,010 LBS [SD Value for Profis] 781 LBS. [ASD Value] 1;116 LBS [SD Value for Profis] 147 LBS l[ASD Value] 209 LBS I[SD Value for Profis] 781• LBS [ASD Value] Vertical Forces: FP,, = 0.2*Sds*WP *(0.7) 98 LBS, Notes: [ASO Value] 1,116 LBS 140 LBS [SD Value for Profis] [SD Value for Profis] 01980 OMNICARE TUKWILLA, WA JWg SEISMIC ANALYSIS' Rigid Analysis: Maximum Tension: Pt - ((Fph*h) + (Fp, - ( 6 *D) * d min/ 2))/N/2 dmin Maximum Compression: Pc = ((Fph *h) + (Fp, + ( 6 *D) * d min/ 2))/N/2 dmin Fps= Seismic Horizontal Force =Veq (Base Shear, Total) Fp\,= Seismic Vertical Force dr„,„= Minimum Distance (Transverse) h = Height to Center of Gravity N = Number of Seismic Restraints Notes: 1. Transverse direction controls Overturning Moment Otm= .6*Rm= Net Uplift= 1.7 k*ft .8 k*ft -.3 k SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT 781 LBS 98 LBS 44 24 4 EA Net Uplift Applies to Anchorage Conn Total Fr = PC= Vs= [ASD Value] -131 LBS 344 LBS 195 LBS Nt Pt Vt nches nches OTM = Overtuming Moment RM = Resisting Moment. W = Equipment Operating Weight Fp = Seismic Horizontal Force Fp„ = Seismic Vertical Force d„,„ = Mimimum Width of Equipment T = Maximum Tensile Force V = Maximum Shear Force h = Height to Center of Gravity (includes the height of sleepers) [ULTIMATE Value for Profis] _ -187 LBS Maxium Tension [Includes gravity loads] 492 LBS Maximum Compression 279 LBS Maximum Shear at all locations 01980 OM NICARE TUKWILLA, WA jwg SEISMIC ANALYSIS: DESIGN FACTORS: Equipment Type, Tag: Equipment Location: Equipment Weight: Equipment Mount: Wind Speed (mph): Sos ap: ftp: Ip: eh: 0.980 6.0 2.5 1.0 1 RTU -9 OUTSIDE 1,173 LBS SLEEPER 85 PER S1.0 AIR -SIDE AHU IT 13.6-1) AiR-SIDE AHU (T 13.6-1) ROOF MAX WEIGHT SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT Is Of test Islldlog SEISMIC FORCES: Horizontal Forces: F — 0.4•[(ap •(Sds)'w )•(1+2�h IJJ 0.7 / ) (Rpj Ip Fp,,Mae = 1.6* Sds * W * Ip * (0.7) Fv.miv =0.3 *Sds *Wp *!p*(0.7) FPH = FPI-1, MAX = FPH, MIN = By Observation: FPH, ASO = 2,317 LBS 1,287 LBS 241 LBS 1,287 LBS [ASD Value] [ASD Value] [ASC) Value] (ASD Value] Vertical Forces: FP„ =0.2*Sds* Wp*(0.7) 161 LBS Notes: [ASO Value] 3,311 LBS 1,839 LBS 345 LBS 1,839 LBS 230 LBS [SD Value for Profis] [SD Value for Profis] [SD Value for Profis] [SD Value for Profis] [5D Value for Profis] 01980 OMNICARE TUKWILLA, WA iwg SEISMIC ANALYSIS: Rigid Analysis: Maximum Tension: ((F 4*h)+(F-(.6*D)*dmin/ 2))/N/2 Pt= a dmin Maximum Compression: SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT ((F h*h)+ (FP,, + (. 6 *D) * d min/ 2 ))/N/Z Pc = •or dmin FpN = Seismic Horizontal Force =Veq (Base Shear, Total) Fes,= Seismic Vertical Force dmin = Minimum Distance (Transverse) h = Height to Center of Gravity N = Number of Seismic Restraints Notes: 1. Transverse direction controls Overturning Moment Otm= .6`Rm= Net Uplift= 4.3 left 1.8 k`ft -.5 k 1,287 LBS 161 LBS 60 36 4 EA Net Uplift Applies to Anchorage Conn Total P, = Po = Vs= [ASD Value] -251 LBS 602 LBS 322 LBS Nu = Pu = Vu = [ULTIMATE Value for Profis] Maxium Tension [Includes gravity loads] Maximum Compression Maximum Shear at all locations -358 LBS 861 LBS 460 LBS inches inches dm� Mc for TA nstry M 0/ 1trrr Roldlog OTM = Overtuming Moment RM = Resisting Moment W = Equipment Operating Weight FP, = Seismic Horizontal Force F,, = Seismic Vertical Force dm = Mimimum Width of Equipment T = Maximum Tensile Force V = Maximum Shear Force h = Height to Center of Gravity (includes the height of sleepers) 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS: DESIGN FACTORS: Equipment Type, Tag: Equipment Location: Equipment Weight: Equipment Mount: Wind Speed (mph): SDs: a,: RP: IP: z/h: 0.980 6.0 2.5 1.0 1 RTU -11 OUTSIDE 827 LBS SLEEPER 85 PER 01.0 AIR -SIDE AHU (T 13.6-1) AIR -SIDE AHU (T 13.6-1) ROOF MA)( WEIGHT SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT For re nstry M Of Ono fallllag SEISMIC FORCES: Horizontal Forces: F = 0.4•[(ap •(Sds)•WW)•I 1+2(-)J] 0.7 l ) (Rp IpJ FPmAx = 1.6*Sds*Wp *Ip *(0.7) FP.M, =0.3*Sds*W, * Ip* (0.7) FA, = 1,634 LBS (ASD Value) FaH, MAx = 908 LBS [ASD Value] Fes,, MIN = 170 LBS (ASD Value] By Observation: FPH, ASO = 908 LBS [ASD Value] Vertical Forces: Fp y=0.2*Sds*W,*(0.7)*(1.3) 113 LBS Notes: [ASD Value] 2,334 LBS [SD Value for Profis] 1,297 LBS [SD Value for Profis] 243 LBS [SD Value for Profis] 1,297 LBS 162 LBS [SD Value for Profis] [SD Value for Profis] 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS; Rigid Analysis: Maximum Tension: Pt - ((FFh*h) + (FF, - (.6 *D) * d mill/ 2))/N/2 dmin Maximum Compression: Pc = ((Fph*h) + (F. + (.6 *D) * d mm/ 2 ))/N/2 dmin Fp„= Seismic Horizontal Force =Veq (Base Shear, Total) Fpv = Seismic Vertical Force d,,,;,,= Minimum Distance (Transverse) h = Height to Center of Gravity N = Number of Seismic Restraints Notes: 1. Transverse direction controls Overturning Moment Otm= .6*Rm= Net Uplift= P, = PC = Vs = 3.2 k*ft .9 k*ft -.6 k [ASD Value] -317 LBS 565 LBS 227 LBS SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT I F, I C.G. W V 908 LBS 113 LBS 44 40 4 EA Net Uplift Applies to Anchorage Conn Total Nu = Pu = Vu= [ULTIMATE Value for Profis] Maxium Tension [Includes gravity loads] Maximum Compression Maximum Shear at all locations -453 LBS 807 LBS 324 LBS inches inches d., ' // --.O. Pm Th instry e 01 War Building OTM = Overturning Moment RM = Resisting Moment W = Equipment Operating Weight FP1 = Seismic Horizontal Force Fw = Seismic Vertical Force Mimimum Width of Equipment T = Maximum Tensile Force V = Maximum Shear Force h = Height to Center of Gravity (includes the height of sleepers) i�stry Life Of rour Building bt4 t it it_ r !oP v j 3. .E,,,.E SCA 0/ r° DATU R.F.F. i)4k2C; 1-itY tow, J nlsr Lv/ 0 f' 12/ 2. b IAA/11) iZ *-S Lc.1-s 2 e > Al (.) t(X16 Jof$7 of (6.00/) w) ( is /2 t' _ !,v �-r�vi r-z,�� PE. s / vit./ no �. L � �t-P/04. 411.SW/o kv'i stn L-G'b r9om k34 &Gki 2 v/ L SSSi , V /Li oMm lzNal�Q (�pr�5 : �,'�: Zl ps2 s,�s� _ CJ /L- - f/Vt �2 tML lZt��L✓IZ� hf2211/rri P;7414)72 2_ /PD » (Pito. wR/p �'. m vsT M-517 cvkirrrn,"i a- ) 11,6 - ��) yx /b cjvl S 7 S/YI,4l�Li1�12 S (/a) (sL' — 201 P IA/ h_ 1/I/51( = 20o pl4 (1/210 ), `L.? (Ncowialvc, PoItfor t-o/t S F✓Ww‘ et -A_ Rev - l t armAso cc NU LW. Wit wh — 52 ply' p: -L tom / C -j)( l L. woi45 V: 6.1S. < /.o o1 - Q, 2Az toAD/l✓c'i zi /5 Zrp5 CAA) t✓ Milt? 4' h4)44T CA's 2. SAUS m t L ovifAvivitivovi. 2- 346 epi (.rr (pc -+s l- For Th instry Life 01 Your Building 800.669.6223 www.mckinstry.com PROJECT gtitiNt C / fl KL. 01-'1UP lJ N t 1 - TITLE BY SCALE JOB# 1c2) t-0 DATE REF. DWG CO rr,c1C (W) 9.1C I to o ST- $-twu —& .12_ I-- 22 I G L12 -" % 5 K,Sv L. -7S .- ( S44__ tSJ 1- (v.,-) pp -- t kX t c, L�v/fi17WC, Coivtvi?NS P vt- Z.%S S�vuw 'CiSr_ Sgstsmt►14./D SHEET LAI 2zo e 1 t? = I NLowllyvt. t_.UI Ct,1- v — ‘77V- WINC ( z Q = (_ 1 S (vz. SA/vw fit) c.-ovt4 5— instry Ufa Of Your Building :or:1 LC51a1 YD 91,5)1.41‘.) k.A. 7- sL.+.'.Pv �iv'1coL AJ Ws+tt_ 1 ) Pix = CQ o2-- 02.6 2SpsC- C i s l . Z5p5C C s')3 - = (V5# CA_(�) Lexi( JotS7 S' tP /�. 0 5-2.� fi 5=2.vK '•0$` 4"rl� _ • E = .o2"- C9Ant_ SLC' 4 I gvU t tJ 11,13. Rcsi14 U = __2_ '2 /_ 0 6710, ) v I- ° D f(12-thcati...) = - FdvL P + 'Nsf rL _ I f = .324- (.2V 32'L(.22) \ � 1< = 1 °eC - 8 O pl C. (V) - I PI . , Ok- -et For Th instry Life Of Your Building 800.669.6223 www.mckinstry.com PROJECT c Vvl/IfQ riWrirop i/h4` -$ 'TITLE BY SCALE JOB # DATE REF. DWG SHEET levS t co.) C (Q S l S1 i-kt_ 1 Ivl n, LO L l. ( &ji f�►-T �X Ls1-14vco vrvc-rs 14- eto,l/s.z. (4 5x x.38 &LA[.✓t-VL ivLofl v L/C'f2_ &Ar o Mo Dv PAZcvC�1P- S'LG7 � Phw114-S rjG (5) _ 74.512 /r, Z :N efrvr71/5rokt M>a> ' 417A,) P P �7—Frz = Z 1, /6' 0 / Cg 1,-2 5 155- (0 !0 J 3- M, to (G / ' 1=n 15tit,troL. r hl D -5P4w I -voc = ld lc '8— CitiEGk_ Jo15T u,la 3' For Th instry Life Of Your Building 800.669.6223 www.mckinstry.com PROJECT C7W1.101C„4vj,z r45 uL)�i TITLE BY SCALE DATE REF. DWG JOB # btc) ga SHEET = V`b + 1%S + V _ (_ i ve,+ 2.13,1 4_ os? u LA Pt /vim P ) J& `fit. CSS --� c6 _ W\ _ 1.-(401 Oct) . L -Av 5- Zv Ct . 2 = / / »1 < p ) 3.1/(`((•S"-- S.- 5125; s 3.2 PM, 1106 1-rk) 1_ bit3'7.L1 )2K3- crk A- D» -le ! g.z wutite) T ScS - e_- (44 1 (N�j1�i,VLluv� dill' T oftiot ri„( L7-5 I iiGllfiG IL FLA-s1,o2Ii S V `)0z.Cii7.pn/ O!Y 1.A.00t7 9t5'rRt R vTl_ (-Lilo $ As' O 4.77-1 Pr•pA2 SS ink _ 1 2v , �� — t B `j,5; 4« F 6 tip 15s-,(4 [44vl Z1 1 `7 ✓- �1bW �(J(a/o4G� w,i4x (�1. - 1.41W) - . (a ;_- _ log.. j 7„,3 OA) (Lt1.4-All02- For Th instry Life Of Your Building 800.669.6223 www.mckinstry.com PROJECT Ohl k11 TITLE BY SCALE JOB # 0 {4:1`� DATE REF. DWG SHEET C_A-tau Liz 6 -� .6,1i( leg. //,&) 5 l2L ` © 12 L! A-5 -11-t4 v - isb ✓Duvg� C h t &&„ (s), L y F575 F. 0/447,742&ti MT(4414-6q G Gt vit riK,- in/nh_ SP t M 1 v1 tit wv) ria►2h4 L✓ -V & h4x 1416r14?f4v " Connection Calculator 4*o.AMERICAN WOOD Yl000 [OUNl ei www.awc.or Connection Calculator Page 1 of 1J Design Method Allowable Stress Design (ASD) 1228 Ibs. 110 Main Member Type Douglas Fir -Larch (North) III Connection Type Lateral loading IIIm 1734 Main Member 3.5 In. Fastener Type Bolt . Thickness Main Member. Loading Scenario Single Shear - Wood Main Member Angle of Load to Grain 190 Submit Initial Values • Side Member Type Steel 11 Side Member Thickness Side Member. Angle of Load to Grain Fastener Diameter Load Duration Factor Wet Service Factor Temperature Factor Calculate Connection Capacity Connection Yield Mode Descriptions I Limits of Use I Diaphragm Factor Help I Load Duration Factor Help 1 Technical Help I Show Printable View Connection Yield Modes Im 1228 Ibs. Is 12501 lbs. II 601 lbs. IIIm 1734 lbs. IIIs 1581 lbs. IV 676 lbs. Adjusted ASD Capacity 581 lbs. • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Forest & Paper Association nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by AF&PA's American Wood Council. 1.44«.// ..... ... ....... ./. 1 ..1 �. ,.,.......,...a: /.-....a-.1_ _ _tel_ _1 A CT n For Th instry ire Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:38PM Wood Beam Lic. # : KW -06009319 Description : Worst Case Sleeper, (DF 4x8 PT) CODE REFERENCES File = C:1UsersljeffgolD000ME-11ENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver:6.12.12.7 Licensee : MCKINSTRY CO. Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch (North) : No. 1 & Btr Beam Bracing : Completely Unbraced Fb - Tension 1,150.0 psi Fb - Compr 1,150.0 psi Fc - Prll 1,800.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 750.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 660.0ksi Density 31.570 pcf D(0 41 Ef0.2) cY Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.40, E = 0.20 k @ 4.0 ft, (Pmax) Uniform Load : S = 0.10 k/ft, Extent = 1.50 --» 6.50 ft, Tributary Width =1.0 ft, (Ws) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 0.414 1 4x8 614.50 psi 1,486.10psi Load Combination +D+0.750L+0.750S+0.5250E+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.039 in Ratio = 0.000 in Ratio = 0.078 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 2481 0 <360 1225 0 <180 Design OK = 0.154: 1 4x8 27.72 psi 180.00 psi +D+S+H 7.416 ft Span # 1 Segment Length Span # M V Cd C FN Ci Cr Cm Ct CL Moment Values M fb F'b Shear Values V fv F'v D Only 1.30 1.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 +D+L+H 1.30 1.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 +D+Lr+H 1.30 1.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 +D+S+H 1.30 1.00 Length = 8.0 ft 1 0.403 0.154 1.00 1.30 1.00 +D+0.750Lr+0.750L+H 1.30 1.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 0.99 1.53 599.58 1486.10 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.47 0.00 0.22 0.00 12.95 0.00 12.95 0.00 12.95 0.00 27.72 0.00 12.95 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 For Th instry Ile Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013. 12:38PM Wood Beam Lic. # : KW -06009319 Description : Load Combination Worst Case Sleeper, (DF 4x8 PT) Max Stress Ratios File = C:1Users\jeffgo\DOCUME-11ENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7:,Ver:6.12.12.T Licensee : MCKINSTRY CO. Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.7505+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.358 0.133 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.36 532.32 1486.10 0.41 24.03 180.00 +D+W+H 1.30 1.00 " 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 0.22 12.95 180.00 +D+0.70E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.296 0.095 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.12 440.10 1486.10 0.29 17.08 180.00 +D+0.750Lr+0.750L+0.750W+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 0.22 12.95 180.00 +D+0.750L+0.750S+0.750W+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.358 0.133 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.36 532.32 1486.10 0.41 24.03 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.278 0.089 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.05 412.70 1486.10 0.27 16.05 180.00 +D+0.750L+0.7505+0.5250E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.414 0.151 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.57 614.50 1486.10 0.46 27.13 180.00 +0.600+W+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.133 0.043 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.51 198.31 1486.10 0.13 7.77 180.00 +0.60D+0.70E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.207 0.066 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.79 307.89 1486.10 0.20 11.91 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.0783 4.029 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0.000 Overall MAXimum 0.472 0.472 D Only 0.222 0.222 S Only 0.250 0.250 E Only 0.100 0.100 D+S 0.472 0.472 D+E 0.322 0.322 L.u1111G1.11u11 Va1L.ula Lu1 AMERICAN li w000 COUNCIL www.awc.org Connection Calculator 1 ab'G 1 01 1 Design Method Allowable Stress Design (ASD) • Main Member Type Douglas Fir -Larch • Connection Type Withdrawal loading Main Member Thickness 3.5 in. • Fastener Type Lag Screw Side Member Type Douglas Fir -Larch Loading Scenario N/A Side Member Thickness 3.5 in. Submit Initial Values I Washer Thickness 1/8 in. Nominal Diameter 1/4 in. - Length 6 in. Load Duration Factor C_D = 1.0 • Wet Service Factor C_M = 1.0 - End Grain Factor C_eg = 1.0 • Temperature Factor C_t = 1.0 Calculate Connection Capacity Connection Yield Mode Descriptions Limits of Use I Diaphragm Factor Help Load Duration Factor Help Technical Help Show Printable View Adjusted ASD Capacity 499 lbs. • The Adjusted ASD Capacity only applies to withdra al of the fastener from the main member. It does not address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accurac of the information presented, and special effort has been made to assure that the information reflects the state -the-art, neither the American Forest & Paper Association nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assum- all liability from its use. The Connection Calculator was designed and created •y Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for developme t of the Connection Calculator was provided by AF&PA's American Wood Council. MINIMUM CONNECTION AT HOLD DOWN CONNECTIONS AT EACH END OF SLEEPER, OK For Th nstry fe Of Thar Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01§80 Printed. 13 MAR 2013, 12:39PM Wood Beam Lic. # : KW -06009319 Description : Check (E) 4x16 Purlin with Incoming Load from Sleeper CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch : No.1 & Better File = C;\Users\jeffgo\DOCUME-1\ENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver.6.12.12.7 Licensee : MCKINSTRY CO. Fb - Tension 1,200.0 psi Fb - Compr 1,200.0 psi Fc - PrII 1,550.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 800.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.22) E(0.1) $ D(0.08) S(0.17) E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 660.0ksi $ Density 32.210 pcf Repetitive Member Stress Increase 4x16 Span = 24.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.080, S = 0.170 , Tributary Width = 1.0 ft, (Wtl) Point Load : D = 0.220, E = 0.10 k @ 5.0 ft, (P) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = 1,717.24 psi FB : Allowable = 1,380.00psi Load Combination +D+S+H Location of maximum on span = 11.825ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.244 1 4x16 .� Service loads entered. Load Factors will be applied for calculations. MINN Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable d Combination Locof maximum on span Span # e maximum occurs 0.686 in Ratio = 0.000 in Ratio = 1.091 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length D Only Length = 24.0 ft +D+L+H Length = 24.0 ft +D+Lr+H Length = 24.0 ft +D+S+H Length = 24.0 ft +D+0.750Lr+0.750L+H Length = 24.0 ft 420 0 <360 263 0 <180 Design N.G. 0.468: 1 4x16 84.20 psi 180.00 psi +D+S+H 0.000 ft Span # 1 SEE SKECTH AND HAND CALC FOR ADDED C6X8.2 (SISTERED) Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t 1.00 1.00 1.15 1.00 1.00 1 0.460 0.182 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.00 1.15 1.00 1.00 1 0.460 0.182 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.00 1.15 1.00 1.00 1 0.460 0.182 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.00 1.15 1.00 1.00 1 1.244 0.468 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.00 1.15 1.00 1.00 1 0.460 0.182 1.00 1.00 1.00 1.15 1.00 1.00 Moment Values CL M fb F'b 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.18 635.20 7.18 635.20 7.18 635.20 19.41 1,717.24 7.18 635.20 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 Shear Values V fv F'v 0.00 0.00 0.00 1.16 32.73 180.00 0.00 0.00 0.00 1.16 32.73 180.00 0.00 0.00 0.00 1.16 32.73 180.00 0.00 0.00 0.00 3.00 84.20 180.00 0.00 0.00 0.00 1.16 32.73 180.00 lie 01 Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:39PM Wood Beam Lic. # : KW -06009319 Description : Load Combination Check (E) 4x16 Purlin with Incoming Load from Sleeper Max Stress Ratios File = C:1Usersljeffgo\DOCUME-11ENERCA-1101980O-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver:6.12.12.7 Licensee : MCKINSTRY CO. Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.048 0.396 1 00 1 00 1 00 1 15 1.00 1.00 1.00 16.35 1,446.62 1380.00 2.54 71.34 180.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.460 0.182 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.18 635.20 1380.00 1.16 32.73 180.00 +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.472 0.190 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.36 651.42 1380.00 1.22 34.29 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.460 0.182 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.18 635.20 1380.00 1.16 32.73 180.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.048 0.396 1.00 1.00 1.00 1.15 1.00 1.00 1.00 16.35 1,446.62 1380.00 2.54 71.34 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.469 0.188 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.32 647.35 1380.00 1.21 33.90 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.057 0.403 1.00 1.00 1.00 1.15 1.00 1.00 1.00 16.49 1,458.47 1380.00 2.58 72.50 180.00 +0.600+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0 276 0 109 1 00 1 00 1.00 1.15 1.00 1.00 1.00 4.31 381.12 1380.00 0.70 19.64 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.288 0.118 1.00 1.00 1.00 1.15 1.00 1.00 1.00 4.49 397.41 1380.00 0.75 21.20 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 1.0912 12.000 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0.000 Overall MAXimum 3.317 3.189 D Only 1.277 1.149 S Only 2.040 2.040 E Only 0.079 0.021 D+S 3.317 3.189 D+E 1.357 1.170 For Th instry Ife Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01380 Printed: 13 MAR 2013, 12:41PM Wood Beam Lic. # : KW -06009319 Description : Check (E) 4x16 Purlin without Mech Unit CODE REFERENCES File = C:IUsersljeffgo\DOCUME-11ENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7 Ver:6.12.12.7 Licensee : MCKINSTRY CO. Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties PURLINS BETWEEN GRIDS: G AND D WITH ORIGINAL MINIMUM LOADS Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc - Prll : Douglas Fir - Larch Fc - Perp : No.1 & Better Fv Ft : Beam is Fully Braced against lateral -torsion buckling D(0.08) S(0.17) 1,200.0 psi 1,200.0 psi 1,550.0 psi 625.0 psi 180.0 psi 800.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 660.0ksi Density 32.210pcf Repetitive Member Stress Increase i 4x16 Span = 24.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.080, S = 0.170 , Tributary Width = 1.0 ft, (Wtl) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Design N.G. 1.209! 1 4x16 1,668.24 psi 1,380.00 psi +D+S+H 12,000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.686 in Ratio = 0.000 in Ratio = 1.056 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd CFN 420 0 <360 272 0 <180 0.441 : 1 4x16 79.31 psi 180.00 psi +D+S+H 0.000 ft Span # 1 Moment Values Shear Values C i Cr Cm C t CL M fb F'b V fv Fv D Only Length = 24.0 ft 1 0.424 +D+L+H Length = 24.0 ft 1 0.424 +D+Lr+H Length = 24.0 ft 1 0.424 +D+S+H Length = 24.0 ft 1 1.209 +D+0.750Lr+0.750L+H Length = 24.0 ft 1 0.424 +D+0.750L+0.750S+H 1.00 0.155 1.00 1.00 1.00 0.155 1.00 1.00 1.00 0.155 1.00 1.00 1.00 0.441 1.00 1.00 1.00 0.155 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.62 585.54 6.62 585.54 6.62 585.54 18.86 1,668.24 6.62 585.54 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 0.00 0.99 0.00 0.99 0.00 0.99 0.00 2.82 0.00 0.99 0.00 0.00 27.84 0.00 27.84 0.00 27.84 0.00 79.31 0.00 27.84 0.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 For Th instry Ile Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:41PM Wood Beam Lic. # : KW -06009319 Description : Load Combination Check (E) 4x16 Purlin without Mech Unit Max Stress Ratios Segment Length Span # M V Cd C FN File = C:\Users\jeffgo\DOCUME-11ENERCA-11019800-1.EC6 ENERCALC, INC 1983-2012, Build•61212 7, Ver612.12.7 Licensee : MCKINSTRY CO. Moment Values Shear Values Ci Cr Cm C t CL M fb F'b V fv F'v. Length = 24.0 ft 1 1.013 0.369 1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.80 1,397.56 1380.00 2.36 66.44 180.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.424 0.155 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.62 585.54 1380.00 0.99 27.84 180.00 +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.424 0.155 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.62 585.54 1380.00 0.99 27.84 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.424 0.155 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.62 585.54 1380.00 0.99 27.84 180.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.013 0.369 1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.80 1,397.56 1380.00 2.36 66.44 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24 0 ft 1 0.424 0.155 1 00 1.00 1.00 1.15 1.00 1.00 1.00 6 62 585 54 1380 00 0 99 27.84 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.013 0.369 1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.80 1,397.56 1380.00 2.36 66.44 180.00 +0.60D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.255 0.093 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.97 351.32 1380.00 0.59 16.70 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.255 0.093 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.97 351.32 1380.00 0.59 16.70 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 1.0563 12.088 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 . Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum 3.143 3.143 D Only 1.103 1.103 S Only 2.040 2.040 D+S 3.143 3.143 For Th instry He 01 Tour BuMding Project Title: OmniCare Engineer: jwg . Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 23 MAY 2013, 11:23AM Wood Beam Lic. # : KW -06009319 Description : Check (E) 4x16 Purfin with Incoming Load from Unit_22' Span CODE REFERENCES File = C:IUsersljefgoID000ME-1\ENERCA-11019800-1.EC6 • ENERCALC, INC. 1983-2012. Build:6.12.12.7, Ver:6.12.12.7 Licensee : MCKINSTRY CO. Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Fb - Tension 1,200.0 psi E : Modulus of Elasticity Fb - Compr 1,200.0 psi Ebend- xx 1,800.0ksi Fc - Prll 1,550.0 psi Eminbend - xx 660.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 & Better Fv 180.0 psi Ft 800.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase i D(0.16) E(0.43) 1+ D(0.0£1 $ 4x16 Span = 22.0 Applied Loads / Servic Beam self weight calculated and added to loads Uniform Load : D = 0.080, S = 0.20 , Tributary Width = 1.0 ft, (WO) Point Load : D = 0.160, E = 0.430 k 5.0 ft, (P) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.007 1 1‘1.6 1,597.89 psi 1,587.00psi +D+S+H 10.839ft Span #1 WITHIN 1% OVERSTRESS, OK 2 will be applied for calculations. Maximum Shear Stress Ratio = 0.417 : 1 Section used for this span 4x16 fv : Actual = 74.98 psi Fv : Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+0.5250E+H Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 0.569 in Ratio = 463 0.000 in Ratio = 0 <360 0.852 in Ratio = 309 0.000 in Ratio =, 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.383 0.160 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.97 528.03 1380.00 1.02 28.78 180.00 +D+L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.383 0.160 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.97 528.03 1380.00 1.02 28.78 180.00 +D+Lr+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.383 0.160 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.97 528.03 1380.00 1.02 28.78 180.00 +0+S+1-1 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 1.007 0.405 1.15 1.00 1.00 1.15 1.00 1.00 1.00 18.06 1,597.89 1587.00 2.98 83.84 207.00 +0+0.750Lr+0.750L+Ft 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.383 0.160 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.97 528.03 1380.00 1.02 28.78 180.00 Ite Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Wood Beam Lic. # : KW -06009319 Description : Check (E) 4x16 Purlin with Incoming Load from Unit_22' Span Load Combination Max Stress Ratios Project ID: 01980 Printed: 23 MAY 2013. 11:23AM File = C:IUsersljeffgolD000ME-11ENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver.6.12.12.7 Moment Values Licensee : MCKINSTRY CO. Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Pb V fv Pv +D+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.838 0.339 1.15 1.00 1.00 1.15 1.00 1.00 1.00 15.04 1,330.37 1587.00 2.49 70.08 207.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.383 0.160 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.97 528.03 1380.00 1.02 28.78 180.00 +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.434 0.196 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.77 599.24 1380.00 1.26 35.32 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.383 0.160 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.97 528.03 1380.00 1.02 28.78 180.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.964 0.389 1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.04 1,330.37 1380.00 2.49 70.08 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.421 0.187 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.57 581.02 1380.00 1.20 33.69 180.00 +0+0.750L+0.750S+0.5250E41 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 ' 1.001 0.417 1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.62 1,381.44 1380.00 2.67 74.98 180.00 +0.60D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.230 0.096 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.58 316.82 1380.00 0.61 17.27 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.282 0.132 1.00 1.00 1.00 1.15 1.00 1.00 1.00 4.40 389.53 1380.00 0.85 23.81 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.8523 11.000 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.335 3.248 D Only 1.135 1.048 S Only 2.200 2.200 E Only 0.332 0.098 D+S 3.335 3.248 D+E 1.467 1.145 For Th instry Ifo Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Wood Beam Lic. # : KW -06009319 Description : Check (E) 4x16 Purlin with Incoming Load from Sleeper_20'-9" Span CODE REFERENCES Project ID: 01980 Printed: 23 MAY 2013, 11:25AM File = C:1UsersNeffgrAD000ME-11ENERCA-11019800-1.EC6 ENERCALC, INC.1983-2012, 6uild:6.12.12.7. Ver:6.12.12.7 Licensee : MCKINSTRY CO. Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Prll Douglas Fir - Larch Fc - Perp No.1 & Better Fv Ft Beam Bracing ; Beam is Fully Braced against lateral -torsion buckling i 0(0.22) E(0.43) 0(0.08) S(0.2) D(0.01 1,200.0 psi 1,200.0 psi 1,550.0 psi 625.0 psi 180.0 psi 800.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 660.0ksi Density 32.210pcf Repetitive Member Stress Increase i L Applied Loads 4x16 Span = 20.40 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.080, S = 0.20 , Tributary Width = 1.0 ft, (Wtl) Point Load : D = 0.220, E = 0.430 k aa, 5.0 ft, (P) DESIGN SUMMARY Maximum Bending Stress Ratio ' Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span. Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.88Q 1 4x16 1,214.03psi = 1,380.00psi +0+0.750 L+0.7505+0.5250 E+H 9.753ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.421 in Ratio = 0.000 in Ratio = 0.639 in Ratio = 0.000 in Ratio = 581 0 <360 382 0 <180 = 0.390: 1 4x16 70.20 psi 180.00 psi +D+0.750L+0.7505+0.5250E+H 0.000 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C t CL M fb F'b Shear Values V iv Fv D Only Length = 20.40 ft +D+L+H Length = 20.40 ft +D+Lr+H Length = 20.40 ft +D+S++1 Length = 20.40 ft +0+0.750Lr+0.750L+H Length = 20,40 ft 1 0.343 0.154 1.00 1.00 1.00 1 0.343 0.154 1.00 1.00 1.00 1 0.343 0.154 1.00 1.00 1.00 1 0.877 0.377 1.15 1.00 1.00 1 0.343 0.154 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.35 473.10 5.35 473.10 5.35 473.10 15.74 1,392.42 5.35 473.10 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1587.00 0.00 1380.00 0.00 0.00 0.00 0.99 27.75 180.00 0.00 0.00 0.00 0.99 27.75 180.00 0.00 0.00 0.00 0.99 27.75 180.00 0.00 0.00 0.00 2.77 77.97 207.00 0.00 0.00 0.00 0.99 27.75 180.00 For Th instry Ile Ol Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 23 MAY 2013, 11:25AM Wood Beam Lic. # : KW -06009319 Description : Load Combination Check (E) 4x16 Purlin with Incoming Load from Sleeper_20'-9" Span Max Stress Ratios File = C:IUsersljeffgolD000ME-11ENERCA-11019800-1.EC6 ENERCALC. INC.1983-2012, Build:6.12,12.7, Ver.6.12.12.7 Licensee : MCKINSTRY CO. Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv Fv +0+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.732 0.316 1.15 1.00 1.00 1.15 1.00 1.00 1.00 13.14 1,162.45 1587.00 . 2.33 65.41 207.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.343 0.154 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.35 473.10 1380.00 0.99 27.75 180.00 +D+0.70E+}t • 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.396 0.190 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.17 546.11 1380.00 1.21 34.14 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00. 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.343 0.154 1.00 1.00 1.00 1.15 1.00 1.00 1,00 5.35 473.10 1380.00 0.99 27.75 180.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.842 0.363 1.00 1.00 1.00 1.15 1.00 1.00 1.00 13.14 1,162.45 1380.00 2.33 65.41 180.00 +0+0.750Lr+0.750L+0.5250E41 1.00 1,00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.382 0.181 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.96 527.37 1380.00 1.16 32.54 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.880 0.390 1,00 1.00 1.00 1.15 1.00 1.00 1.00 13.72 1,214.03 1380.00 2.50 70.20 180.00 +0.60D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.206 0.093 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.21 283.86 1380.00 0.59 16.65 180.00 +0.60D+0.70E4 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.40 ft 1 0.260 0.128 1.00 1.00 1.00 1.15 1,00 1.00 1.00 4.05 358.61 1380.00 0.82 23.04 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.' ' Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.6392 10.200 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.144 3.032 D Only 1.104 0.992 S Only 2.040 2.040 E Only 0.325 0.105 D+S 3.144 3.032 D+E 1.428 1.097 f Straps & Ties LTP4/LTP5/A34/A35 Framing Angles & Plates The larger LTP5 spans subfloor at the top of the blocking or rim joist. The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4/LTP5-20 gauge; all others -18 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • A35—Bend one time only. CODES: See page 13 for Code Reference Key Chart. - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. • • SIMPSON Strong -Tie LTP5 LTP4 Model No. Type of Connection Fasteners Direction of Load DF/SP Allowable Loads SPF/HF Allowable Loads Code Ref. Floor (100) Roof (125) (160) Floor (100) Roof (125) (160) r A34 8 8dx1'/z Ft 395 485 515 340 415 445 IP1, L5 L18, F13 0 F26 395 455 455 340 390 390 r A35 9 8dx1'h Ai,E 295 365 395 255 315 340 © C1 210 210 210 180 180 180 11K1 12-8dx1'/ A2 295 365 380 255 315 325 C2 295 365 370 255 315 320 D 230 230 230 200 200 200 12 8dx1'/z F1 595 695 695 510 600 600 D F26 595 670 670 510 575 575 .1 LTP4 12 8dx1% b b15 bas bru 445 555 575 114, L5,F13 © H 515 645 670 445 555 575 LTP5 12 Sdx1%s G 585 620 620 505 535 535 1p1, L18,F25 H 545 545 545 470 470 470 o41 1. Allowable loads are for one anchor. When anchors are installed on each side of the joist, 4 the minimum joist thickness is 3". co 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over 3/8 wood structural panel sheathing with 8dx1'% nails and achieve 0.72 of the listed load, or over'/" and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to' t4" thick using 8dx1'% nails with no reduction in load. 5. Connectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: 8dx1 t4 = 0.131' dia. x 11/2" long. See page 22-23 for other nail sizes and information. 190 Joists to Plate with A Leg Inside Studs to Plate with B Leg Outside Joists to Beams Ceiling Joists to Beam El A34 1,1W,4 A35 (Ti A35 F2 Chimney Framing ❑LTP4 Installed over 5 Wood Structural Panel Sheathing LTP4 attaching Top Plates to Rim Joist n LTP5 Installed over Wood Structural Panel Sheathing C-2013 © 2013 SIMPSON STRONG-TIE COMPANY INC. PRINTED 12/12 a iviap3 ouuuuaiy 1 asci vi i EM, Design Maps Summary Report User -Specified Input Report Title OmniCare Sds Thu March 7, 2013 17:13:17 UTC Building Code Reference Document 2006/2009 International Building Code (which makes use of 2002 USGS hazard data) Site Coordinates 47.48°N, 122.28°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I - Ranier; Valley SW Thisbe St PsunUeroy, sou0v"°rlr`" White Center Riverton•Boulevard Park ashon inicipal lirport Vashon Highline Salmon Creek Burien Normandy Park i USGS-Provided Output Ss = 1.469 g S, = 0.505 g 1.65 1.50 1.35 1.20 1.05 tT 0.90 rro 0.75 0.60 0.45 0.30 0.15 0.00 0.00 Tukwila Newcastle Q Renton., 3S any 1412PL Cougar Mountain 4- • �a p '7147/soae East Renton Highlands \ . J SMS = 1.469 g SM, = 0.758 g MCE Response Spectrum 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 Period. T (sec) 2.00 SDS = 0.979 g 501= 0.505g Design Response Spectrum 1.10 1.00 0.90 0.80 0.70 Oi 0.60 y 0.50 0.40 0.30 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 2.00 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. FILE COPY p,... ,fle @1^ STRUCTURAL CALCULATION REPORT SEISMIC AND WIND ATTACHMENT CONNECTION FOR ROOFTOP MECHANICAL EQUIPMENT Project: OMNICARE TI HVAC Location: 12674 GATEWAY DRIVE TUKWILA, WA 98168 McKINSTRY Project: 01980 Date: 3-13-13 REVIEWED FOR CODE COMPLIANCE APPROVER APR 0 3 2013' City of Tukwila BUILDING DIVISION M13os& 04WAS ti'1'a r p, 4,..42011 ,0. A RECEIVED CITY OF TUKWILA Expires: 9-23-14 MAR 1 9 2013 PERMIT CENTER 5005 3rd Avenue South • Seattle, WA 98134 • 206.762.3311 • FAX 206.762.2624 California • Colorado • Idaho • Kansas • Minnesota • Montana • Oregon • Texas ■ Washington • Wisconsin Cativ SEISMIC AND WIND ATTACHMENT CONNECTION OMNICARE TI HVAC Tukwila, WA 98168 Page 2 BASIS OF DESIGN The scope of this structural design packet is limited to the structural design of the seismic / wind attachment connection anchoring the base of the replacement mechanical units and the design of the new wood sleepers to support the incoming units. The effected framing will also be confirmed with respect to the revised loading. Note that the design of the original roof joists and support framing was completed by others and not within the scope of this project (see further description below). The building was built in the eighties as a warehouse / office complex and constructed of wood framed post / beam construction along with concrete tilt -up perimeter walls. The roof system is a panelized ' 'Berkeley' type roof consisting of glue- laminated girders with drop-in back spans and 4x16 purlins supporting 2x4 sub -purlins and 1/2 sheathing. The sleeper to roof connection will consist of wood lag screws to be installed at each end of the sleeper – fastening to underlying glue -lam or purlin— as a hold-down connection. In addition, Simpson A35 clips will be installed on both sides of the sleeper to positively connect to the existing roof diaphragm. The equipment to sleeper connection will consist of lag screw connection anchoring the equipment base to the sleeper or a plate connection as an alternate detail. At equipment locations where a transition curb is to be installed a positive metal screw connection will be installed. Note that the existing DF -L 4x16 joists were checked between Grids: G – D and determined to be overstressed with respect to anticipated snow loading without the additional weight of the existing mechanical units RTU -1 and 2. The stress level in the joists currently exceeds 125% of capacity under nominal snow loading and self weight. • Between grids: G -D that support mechanical equipment (within the scope this design packet), McK has provided a reinforcing detail consisting ofiistered C6x8.2 channel thru-bolted to the side of the purlin.' n addition, we require that the existing purlin grade and hanger be confirmed prior to construction. With regard to the joists that do not support rooftop equipment between grids: G -D, it is our recommendation that the joists, girders, hanger and columns be re -checked with respect to structural adequacy for the anticipated design loads. DESIGN PARAMETERS Overturning moment and base shears for the roof equipment were calculated per criteria defined in ASCE 7-05. Mechanical Equipment (See Schedule) 5005 3rd Avenue South • Seattle, WA 98234. 206.762.3322 FAX FAX 206.762.2624 Colorado • California • Idaho • Kansas • Minnesota • Montana • Oregon • Texas • Washington • Wisconsin Oval REFERENCES • International Building Code —IBC 2009 • Minimum Design Loads for Buildings and Other Structures, ASCE Standard —SEI/ASCE 7-05 • Structural Drawings prepared by J.S. Dyer & Associates (issued for permit but not installed) (Dated: 5-23-05) LOADING CRITERIA GRAVITY LOADS • Self -weight of units (see schedule) • Snow Load: 25 psf WIND LOADS Description: Value: Page 3 Basic Wind Speed Wind Exposure Category Roof Height SEISMIC LOADS Description: 85 mph Exposure 'C' H < 30' max Value: Seismic Site Class Soil Profile Type Site Spectral Acceleration Importance Factor Height LOAD COMBINATIONS Service Level: LC5 LC6 LC7 LC8 'D' per Geotech Report by XXX SIDS = 0.98 1= 1.0 Units on roof, take z/h=1 Load Combo: Stren . th Level: U1 U2 U4 U5 U6 U7 D + (W or .7E) D + .75L + .75(W or 0.7E) .6D + W .6D +/- .7E Load Combo: 1.4D 1.2D + 1.6 L 1.2D+ 1.6W + L + .5(Lr or S) 1.2D +1.0E +L+.2S .9D +/- 1.6W .9D +/- 1.0E 5005 3rd Avenue South • Seattle, WA 98134. 206.762.3311 ■ FAX 206.762.2624 Colorado • California • Idaho • Kansas • Minnesota • Montana • Oregon • Texas • Washington • Wisconsin r0 E) 4X1S URRENttY UNDER- SIGNED CAPACITY. 125% PARTIAL PLAN OF ROOF WITH HATCHED AREA INDICATING THE OVERTRESSED JOISTS -co -CD 5005 3rd Avenue South • Seattle, WA 98134 • 206.762.3312 • FAX 206.762.2624 Colorado • California • Idaho • Kansas • Minnesota • Montana • Oregon • Texas • Washington • Wisconsin Page 4 1 7.7 .., .... .. i . 1,_, 117 I 1 II i! 1 11 ma,suxm•ze tlat- k In. IG GO ; , =El 1334 x 76,16W 1 i fl il .11...f. 3....C. CO G:GZ :Pi. z•:„'.1i f .1.3 . 3 • 1 13 L k.01.30.....•:C30 CI ., H .1...2.1 i 11 il - —,...• -.... •••„t 1 ! _ a 1 11 g i .,.....--.....-• 1 E.11t41. A MIORGUI {E.) - k r .f,....• ..3 GO . 3. v2 WI - . - ^... • (E16431 •f10.1 • • 261110al 1 f MO CAO g !i . • . • PARTIAL PLAN OF ROOF WITH HATCHED AREA INDICATING THE OVERTRESSED JOISTS -co -CD 5005 3rd Avenue South • Seattle, WA 98134 • 206.762.3312 • FAX 206.762.2624 Colorado • California • Idaho • Kansas • Minnesota • Montana • Oregon • Texas • Washington • Wisconsin Page 4 GENERAL NOTES: 1. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE SEATTLE BUILDING CODE (SBC), 2009 EDITION. THE EXISTING STRUCTURE HAS NOT BEEN EVALUATED OR STRENGTHENED TO CONFORM WITH CURRENT SEISMIC CODE REQUIREMENTS AND IS NOT WITHIN THE SCOPE OF THIS PROJECT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS INDICATED, USE SIMILAR DETAIL. THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. THE CONTRACTOR SHALL PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO: BRACING, SHORING AND SEQUENCINGTO MAINTAIN STABILITY DURING CONSTRUCTION. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS REPRESENTS THE PRESENT KNOWLEDGE BUT WITHOUT CERTAINTY OF ACCURACY. CONTRACTOR SHALL REPORT ANY DISCREPANCY TO THE OWNER AND ENGINEER OF RECORD. THE CONTRACTOR SHALL NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE ENGINEER. 2. DESIGN CRITERIA: CODES: IBC 2009 WITH SEATTLE AMENDMENTS AND ASCE 7-05 LOADING: SELF WEIGHT OF MECHANICAL EQUIPMENT WIND: V3S = 85 MPH, EXPOSURE: C, IW = 1.0 SEISMIC: SDS = 0.9! SNOW: 25 PSF 3. SAWN LUMBER: SAWN LUMBER SHALL CONFORM TO "GRADING AND DRESSING RULES, WEST COAST LUMBER INPECTION BUREAU (WCLIB), LATEST EDITION OR THE WESTERN W000 PRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE GRADE STAMP AND THE APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL SHOW NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. ALL FRAMING LUMBER SHALL BE DOUG FIR - LARCH, TYP UNO. ALL 2X AND 4X LUMBER SHALL HAVE A MOISTURE CONTENT LESS THAN 19% AT THE TIME OF INSTALLATION. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES TYP UNO: ITEM MINIMUM GRADE COMMENTS WALL STUDS, 2" TO 4" THICK (STUD HT=8'-6" MAX) STUD GRADE, (Fb = 700 PSI) STUDS, 2" THICK X 4"-8" WIDE NO. 1 (Fb = 1200 PSI) STUDS, 3" THICK X 4"-8" WIDE NO. 1 (Fb = 1200 PSI) STRUCTURAL JOISTS, PLANKING, BLOCKING NO. 1 (Fb = 1200 PSI) BEAMS AND STRINGERS NO. 1 (Fb = 1200 PSI) POSTS AND COLUMNS NO. 1 (Fb = 1200 PSI) SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUG FIR. ALL WOOD BEARING ON CONCRETE OR MASONRY IF LESS THAN 4'-0" ABOVE GRADE OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. FRAMING HARDWARE SHALL BE "SIMPSON STRONG -TIE" OR APPROVED EQUAL TYP UNO. INSTALL NAILS IN ALL ROUND AND TRIANGLE HOLES WITH NAILS PER THE MANUFACTURES INSTRUCTION. CONNECTORS OTHER THAN SIMPSON STRONG -TIE SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO INSTALLATION. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI B18.2.1. ALL BOLTS THRU WOOD SHALL HAVE STANDARD CUT WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED. BOLT HOLES SHALL BE BORED/REEMED TO 1/16" MAX LARGER THAN THE BOLT DIAMETER, TYP UNO. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF PLASTER, PLYWOOD, ETC. PROVIDE MALLEABLE IRON WASHERS UNDER EXPOSED EXTERIOR BOLT HEADS AND NUTS. MALLEABLE WASHERS TO HAVE A DIAMETER OF 4 X BOLT DIA AND MINIMUM THICKNESS EXCEEDING 1/2 THE BOLT DIA. ADHESIVES USED FOR FIELD GLUEING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG -01. 4. MISCELLANEOUS: REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, OR OTHER DRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING INFORMATION SUCH AS: SIZE AND LOCATION OF CURBS, EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS, DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ETC. CONTRACTOR SHALL COORDINATE DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION. PROJECT OMNICARE GENERAL NOTES Job No: 1980 Drawn By: jwg Scale: nts Ref Dwg: Date: 3/13/2013 GENERAL NOTES A- PARTIAL PLAN OF ROOF (SEE JS DRYER DRAWINGS FOR ADDED INFO) NOTES: 1. CONTRACTOR TO CONFIRM GRADE OF EXISTING JOISTS AND HANGERS WITH ENGINEER OF RECORD FOR APPROVAL PRIOR TO 2. PROVIDE (N) C6 X8.2 SISTERED MEMBER TO ALL JOISTS SUPPORTING ROOF -TOP MECHANICAL EQUIPMENT BETWEEN GRIDS: D - G 3. INSTALL WOOD SLEEPERS PER DETAIL SK -2 4. AT RTU 1, 2, 3 AND 6 LOCATIONS, NEW UNIT WILL BE ATTACHED TO TRANSITION CURB. FOR MINIMUM CONNECTION PROVIDE (1)-1/4" 5. EXISTING ROOFING MATERIAL NOT SHOWN FOR CLARITY; REMOVE ROOFING TO INSTALL SLEEPERS AND PATCH -BACK AS NECESSARY. 6. (N) STEEL TO BE SHOP PRIMED AND PAINTED. 7. ALL WOOD TO BE PRESSURE TREATED DOUG -FIR LARCH 81 MINIMUM GRADE 'TYP UNO. 8. (E) DENOTES 'EXISTING', (N) DENOTES NEW. EXPIRES: 9-23-2014 1-1 03 0) .0 re 0 0 re z 2 0 PARTIAL PLAN AT ROOF a 0)M,t{4, )s_!xt(a 5 LDP ..."/ ori (N) P.T. 14X$-� StM45at'i Lv51.6 hirtut, PLAN DETAIL J ,hp rxTEnJ1 or 11.1 Mf>‹ I Pj+-16 nJ r (' vorr. # . —L y P.7. Dr `i > 8 7 C t. } Ire,. PZYwz� SLE£.?C—R. NOTES: 1. (E) DENOTES 'EXISTING', (N) DENOTES 'NEW. 2. 'HD' DENOTES A HOLD DOWN CONNECTION, SEE SK -3 FOR ADDED INFO. 3. PROVIDE SIMPSON'A35' CLIPS AT SLEEPER TO ROOF DECK CONNECTION, SEE SK -3 FOR INFO. 4. CENTER MECHANICAL EQUIPMENT BETWEEN (E) 4 X 16 JOISTS. 4e0 „ 4„42011 n tr, 'tF /s>, Ss �olvAl.s�46 EXPIRES: 9-23-2014 PROJECT: OMNICARE DETAILS Job No: 1980 Drawn By: jwg SK- 2 Scale: nts Ref Dwg: Date: 3/12/2013 (M,7'. 3 v (N) P.T. DF4X8MIN SLEEPER PER PLAN (1+1) rqi:CM LIM EQUIPMENT BASE, SEE SK -4 FOR CONN DETAIL nJ" P _T A F L C' \jA. Slrvt;'$04J Lv5.2:to vk A , K.ti. Ai- E: A Sive — (' Srp'1Ps.oAi A3i Ce -/P1 i ,Y$1XL L. (2) G'S M/Ai f L.atv4 1:.4- S/ter;: 71P ELEVATION A Wi in, NOTES: 1. (E) DENOTES 'EXISTING', (N) DENOTES 'NEW'. 2. RIP SLEEPER AS NECESSARY TO LEVEL FOR INCOMING MECHANICAL UNIT. 3. FOR HOLD DOWN CONNECTION, INSTALL 5/8" DIA X 7" LAG SCREW AT EACH END OF SLEEPER; MAINTAIN 4" MATERIAL THICKNESS AT CONN. 4. SEE SK -4 FOR MECH UNIT TO SLEEPER CONNECTION, TYP UNO. .....„ J^"%r .ems ,.„4201 t _ 4,' '431ONALSVIG EXPIRES: 9-23-2014 PROJECT: OMNICARE ELEVATION A Job No: 1980 Drawn By: jwg SK- 3 Scale: nts Ref Dwg: Date: 3/12/2013 02_ ��hs4,. e/11 L_ -- ())-1/H (X 2" LAI. sc,VAi Al r A A-Nt, !tJF Lir. A -T I-6 Vv\A)4.. Sp1K'sw.l.NG DETAIL SGt. 1a,yt�r5 SrLws (iv) to X v:_$" •A- EA -orltA Z" L./rty Sc r x .v.S. ALTERNATE DETAIL i! NOTES: 1. (E) DENOTES 'EXISTING', (N) DENOTES 'NEW. 2. RIP SLEEPER AS NECESSARY TO LEVEL FOR INCOMING MECHANICAL UNIT. 3. FOR TRANSITION CURB CONNECTION DETAIL, SEE NOTE 4/SK-1 4I /0 42011 A` .n7 n' SS/ONALS�G EXPIRES: 9-23-2014 PROJECT: OMNICARE DETAIL Job No: 1980 Drawn By jwg SK- 4 Scale: nts Ref Dwg: Date: 3/13/2013 0 C i".1, 2) 4 i'c u J e 1 L_ VAr€. e r� r N)13a4 -t7 2 v — F3 oC. S A -7- ;/./ T;/./ ,l LC d /2 "t,t4.;r 1 PiCA'L PROJECT: OMNICARE ADDED C6 MEMBER TO (E) 4X16 Job No: 1980 Drawn By: Jwg SK - 5 Scale: nts Ref Dwg: Date: 311312013 800.669.6223 For Th instry Life Of Your Building wwwv.rnckinstry.corn PROJECT CAM. 1\)1 c_f f�-WF \ YP U ) \ 4 S TITLE BY JW`' DATE SCALE 0-- REF. DWG 70 SHEET scope ED skAsyvLLL 11n/tt•fD COtvMI=,L-t�-fit`} yAf-t- t 14„ 64kA. ern Ait\JT C't» NPt 4-1 Snx)L. eiiityvt11V (, LOLAIII7) kJ OM Lit C. lrvt,►2._ G' A- ri Co1z-PiZ C &FTt'L t2C.2?tt GAItiAWry Pro v "TVACJILLA UJA '1 gi A D'f,st (oo) 1) PfVtJi'1M. tn:Tt Cops, : TQC Zoo' 1 A -SG -- - FX-15tt w t, P►vmlv1 N6S Lo ASS C, Pett tAmY Co e.i'ovtA-1-E Ct &vt, V u Lu tvt v' -y S 14,1.5 t L (t ,�tV►�jt� �� as P 't,_ AIM> /, bLto�- 12t,-44,0 No's CoNniu i,t) Bo- 2rVCwlMb5 t'Zvt€ uS C> Cid �tS-t1Nt� vc.-rt.t2/\-L 0 lAMIL Oto‘.S 6 h N) Y114 E 9)' -()Q-L,1.0 (Z-i-ut gLi/ UL� 1 K) L Luc%• 800.669.6223 for Th instry Lite 01 Your Building www.mckinstry.com PROJECT t1NAC/(12.12_ k.l ITS InLE BY SCALE DATE REF. DWG )0B y C)19 SHEET' \J\J 1 tuD U209-4_ ?)51'.% ( 1 , z, -t- 1. Sri \2 K. -tom r/ 15m1L,L- • C L ic-r : L'l �- Lily } LoiJ(,L1 .—l22_z') C7n. L NI.t S tsow Lo.t-1, Pvriu rt -vac- s L,t 1te t/ti CESS Pe Iry 5 D. /_v a 4,, (c iZ) Mkt — wk1TL f41'4 -t- -u o 75. CSNow> — A-po S Ps. 1, * Svi.ov,, --��' Ws+ 1 2_ _ 2-- � 5_c- Crv) ekb CkAt-CALCE FkdteLLAIU 2 s-ps r-- _ p26� l +tis 5-44 d 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS: DESIGN FACTORS: Equipment Type, Tag: Equipment Location: Equipment Weight: Equipment Mount: Wind Speed (mph): SDs: ap: RP: IR: z/h: 0.980 6.0 2.5 r, 1.0 1 RTU -3 OUTSIDE 597 LBS SLEEPER... 85 PER 11.0 AiR-SIDE AHU (T 13.6-1) AiR-SIDE AHU (3 13.6-1) ROOF SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT MAX WEIGHT SEE WIND CALC SPREADSHEET Mc for TR instry la 0t fluff tattdtas SEISMIC FORCES: Horizontal Forces: 0.4•[(ap •(Sds)•Wp• ll•I 1+21 h 11J FP = l )J J (0.7) RpRI J Fp.,„ = 1.6*Sds*Wp *Ip*(0.7) FPi1f„, =0.3*Sds*Wp *Ip*(0.7) FPH = FPH. MND _ FPH. MIN = By Observation: FPH, ASD = 1,179 LBS [ASD Value] 655 LBS ` [ASD Value] 123 LBS. [ASD Value] 6551 LBS [ASD Value] Vertical Forces: FPS =0.2*Sds*hi,*(0.7)*(13) 82 LBS Notes: [ASD Value] 1.685 LBS [SD Value for Profls] 936 LBS : [SD Value for Profs] 176 LBS [SD Value for Profis] 936 LBS ,`117 LBS [SD Value for Profis] [SD Value for Profis] 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS: Rigid Analysis: Maximum Tension: Pt = ((Fpe*h)+ (Fp — (.6*D) * d min/ 2))/N/2 dmin Maximum Compression: Pc= ((Fph*h)+(Fp,+(6*D)*d mm/ 2 ))/N/2 dmin FPH= Seismic Horizontal Force =Veq (Base Shear, Total) Fn= Seismic Vertical Force dmin= Minimum Distance (Transverse) h = Height to Center of Gravity N = Number of Seismic Restraints Notes: 1. Transverse direction controls Overturning Moment Otm= .6*Rm= Net Uplift= Pc = Pc = Vs = [ASD Value] -154 LBS 333 LBS .164 LBS SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT 655 LBS..,,'.: ' 82 LBS 44 4 EA, Net Uplift Applies to Anchorage Conn Total Nu = Pu = Vu = [ULTIMATE Value for Profis] Maxium Tension [Includes gravity loads] Maximum Compression Maximum Shear at all locations •220! LBS,,.,;.: 234 LBS inches inches Mc Fel re instry re 01)Wr 1411W1eg OTM = Overtuming Moment RM = Resisting Moment W = Equipment Operating Weight F,,,, — Seismic Horizontal Force Fw = Seismic Vertical Force d,s, = Mimimum Width of Equipment T = Maximum Tensile Force V = Maximum Shear Force h = Height to Center of Gravity (includes the height of sleepers) 01980 OMNICARE TUKWILLA, WA PNB SEISMIC ANALYSIS: DESIGN FACTORS: Equipment Type, Tag: Equipment Location: Equipment Weight: Equipment Mount: Wind Speed (mph): SIDS: ap: Rp: Ip: : 0.980 6.0 2.5 1.0 1 ,_. RTU -8 OUTSIDE 712 LBS J;I. SLEEPER 85 PER 51.0 AiR-SIDE AHU (T 13.6-1) AIR -SIDE AHU (T 13.6-1) ROOF SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT MAX WEIGHT SEE WIND CALC SPREADSHEET MC For Th instry 11* 01 I'm doIWIag SEISMIC FORCES: Horizontal Forces: 0.4•[(ap •(Sds)•W ).(1+21 h))J F 0.7 Fp — �R \ l l P \Ip i = 1.6*Sds*WP *Ip*(0.7) =0.3*Sds*WP *Ip*(0.7) Fp), = FPH.M a= FPH. MIN = By Observation: FPM, ASO = 1.407 LBS 781 LBS 147 LBS.': 781 LBS [ASD Value] [ASD Value] [ASD Value] [ASD Value] Vertical Forces: Fp=0.2*Sds*il.*(0.7)*(1.3) FP.5 Notes: 98 LBS [ASD Value] 2010 LBS [SD Value for Profis] 1116 LBS [SD Value for Profis] 209 LBS [SD Value for Profis] .1,116 LBS 140 LBS [SD Value for Profis] [SD Value for Profis] 01980 OM NICARE TUKWILLA, WA PNB SEISMIC ANALYSIS; Rigid Analysis: Maximum Tension: Pt = ((F h*h) + (FP,, — (. 6*D) * d min/ 2 ))/N/2 dm in Maximum Compression: Pc = ((Fph*h)+ (Fps + (.6*D) * d min/ 2))/N/2 dm in Fox= Seismic Horizontal Force =Veq (Base Shear, Total) Fp„= Seismic Vertical Force d,,,i„= Minimum Distance (Transverse) h = Height to Center of Gravity N = Number of Seismic Restraints Notes: 1. Transverse direction controls Overturning Moment Otm= .6*Rm= Net Uplift= P, = P, _ Vs = 1.7 k*ft. .8 k*ft -.3 k ". [ASD Value] -131 LBS 344 LBS -: 195 LBS SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT 781 LBS 98 LBS 24 4 EA Net Uplift Applies to Anchorage Conn Total Nu = Pu = Vu = [ULTIMATE Value for Profls] Maxium Tension [Includes gravity loads] Maximum Compression Maximum Shear at all locations -187 LBS 492 LBS ra' 279 LBS inches inches Mc For fe instry real mor ae+IQfsp OTM = Overturning Moment RM = Resisting Moment W = Equipment Operating Weight Fej = Seismic Horizontal Force Fw = Seismic Vertical Force Mimimum Width of Equipment T = Maximum Tensile Force V = Maximum Shear Force h = Height to Center of Gravity (includes the height of sleepers) 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS; DESIGN FACTORS: Equipment Type, Tag: Equipment Location: Equipment Weight: Equipment Mount: Wind Speed (mph): Soy: ap: RP: IA: z/h: 0.980 6.0 2.5 1.0 1 RTU -9 OUTSIDE 1,173 LBS SLEEPER 85 PER S1.0 AiR-SIDE AHU (T 13.6-1) AiR-SIDE AHU (T 13.6-1) ROOF SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT MAX WEIGHT SEE WIND CALC SPREADSHEET Mc Far Ta "nstry 1a 01 Thar 8atldlap SEISMIC FORCES: Horizontal Forces: l 11 F 0.4•[(ap •(Sds)•Wp)•(1+2(h IJJ Fp — (R ll J J (0.7 p ) Fp.„Ax =1.6*Sds*Wp *Ip*(0.7) Fp.,,,," =0.3*Sds*Wp */p*(0.7) FAH = FAH. MA% FAN. MIN = By Observation: FPA. ASD = 2,317 LBS [ASD Value] 1,287 LBS [ASD Value] 241 LBS [ASD Value] 1,287 LBS [ASD Value] Vertical Forces: Fpv=0.2*Sd.s*Wp*(0.7)*(1.3) FP.v = Notes: . 161 LBS [ASD Value] 3,311 LBS [SD Value for Profis] 1,839 LBS [SD Value for Profis] 345 LBS [SD Value for Profis] 1,839 LBS 230 LBS [SD Value for Profis] [SD Value for Profis] 01980 OMNICARE TUKWILLA, WA jwg SEISMIC ANALYSIS: Rigid Analysis: Maximum Tension: Pt= ((FPh*h)+ (Fp,- ( 6*D) * d mm/ 2))/N/2 dmin Maximum Compression: ((FPh *h) + (Fp, + (6 *D) * d mm/ 2))/N/2 Pc- dmin F,H= Seismic Horizontal Force =Veq (Base Shear, Total) F„,= Seismic Vertical Force = Minimum Distance (Transverse) h = Height to Center of Gravity N = Number of Seismic Restraints Notes: 1. Transverse direction controls Overturning Moment Otm= .6*Rm= Net Uplift= P, = P, = Vs 4.3 k`ft >s:1.8 k`ft'::': -.5 k .:..;. [ASD Value] -251 LBS 602 LBS ?' 322 LBS SEISMIC ANALYSIS ROOFTOP MECH EQUIPMENT 1,287 LBS 'x1161 LBS 60 36 Net Uplift Applies to Anchorage Conn Total Nu = Pu = Vu= [ULTIMATE Value for Profls] Maxium Tension [Includes gravity loads] Maximum Compression Maximum Shear at all locations -358 LBS 861 LBS 460 LBS inches inches Mc Far 15 instry le 01 roar dalldleg OTM = Overtuming Moment RM = Resisting Moment W = Equipment Operating Weight F,,, = Seismic Horizontal Force Fa = Seismic Vertical Force d,,, = Mimimum Width of Equipment T = Maximum Tensile Force V = Maximum Shear Force h = Height to Center of Gravity (includes the height of sleepers) OMNICARE 01980 3-7-13 jwg LOADS IMPOSED REACTION SCHEDULE FOR ROOF -MOUNTED MECHANICAL EQUIPMENT WITH WEIGHT > 400 LBS MINIMUM EQUIPMENT TAG WEIGHT MANUFACTURER MODEL # CAPACITY BASE SHEAR • CONTROLLED BY SEISMIC OR WIND: Vmax (TOTAL): Nmax (@ Corner): Pmax (@ Corner): v (Per Conn): COMMENTS: RTU -1 (E) 550 TRANE 4 -TON NOT APPLICABLE EXISTING UNIT RTU -2 (E) 550 TRANE 4 -TON NOT APPLICABLE EXISTING UNIT RTU -3 597 CARRIER 48TCDA05A2A6.0AOA0 4 -TON SEISMIC 655 LBS (-) 154 LBS 133 LBS 164 LBS NITH ECONOMIZER; ADAPTER .:URB TO BE ATTACHED TO °XISTING MECH CURB RTU -4 597 CARRIER 48TCDA05A2A6-0AOA0 4 -TON NITH ECONOMIZER; ADAPTER :URB TO BE ATTACHED TO 1XISTING MECH CURB RTU -5 629 CARRIER 48TCDA06A2A6-0AOA0 5 -TON NITH ECONOMIZER; ADAPTER -URB TO BE ATTACHED TO =XISTING MECH CURB RTU -6 RT11-7 629 CARRIER 48TCDA06A2A6-0AOA0 5 -TON 3 -TON NITH ECONOMIZER; ADAPTER URB TO BE ATTACHED TO EXISTING MECH CURB 658 CARRIER 48TCDA04A2A6-0AOA0 NITH ECONOMIZER RTU -8 RTU -9 712 CARRIER 48TCDA05A2A6-OAOA0 4 -TON SEISMIC 781 LBS 1287 LBS (-) 131 LBS f44 LBS 195 LBS WITH ECONOMIZER 1173 CARRIER 48TCDD12A2A6-OAOA0 10 -TON 3 -TON SEISMIC O 251 LBS '02 LBS 322 LBS WITH ECONOMIZER AND 14" 4ECH CURB'. NITH ECONOMIZER AND 14" IECH CURB RTU -10 658 CARRIER 48TCDA04A2A6-0AOA0 RTU -11 827 CARRIER 48TCDA07A2A6-0AOA0 6 -TON SEISMIC : 908 LBS '. (-) 317 LBS 165 LBS 227 LBS NITH ECONOMIZER AND 14" 1E01 CURB'. 5/8" LAG SCREW AT EACH END OF SLEEPER, W'=499 # MIN, OK (4) Simpson A35 Clips per Sleeper to be installed; Va= 2680 # per Sleeper, OK Connection Calculator arsenicnw WOO www.awc.or Connection Calculator Page 1 of 1 Design Method Allowable Stress Design (ASD) Main Member Type Douglas Fir -Larch Connection Type withdrawal loading Main Member Thickness 3.5 m. Fastener Type Lag Screw Side Member Type Douglas Fir -Larch Loading Scenario N/A Side Member 3.5 m. Submit Initial Values Thickness Washer Thickness 1/8 in. Nominal Diameter 1/4 in. Length 6 n Load Duration Factor C_D = 1.0 Wet Service Factor C_M = 1 0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Calculate Connection Capacity Connection Yield Mode DescnptEons Diaphragm Factor Help Load Duration Factor Help Show Pnntable View Limits of Use ' Technical Help '.I Adjusted ASD Capacity 499 lbs. • The Adjusted ASD Capacity only applies to withdra al of the fastener from the main member. It does not address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accurac of the information presented, and special effort has been made to assure that the information reflects the state -•f -the -art, neither the American Forest & Paper Association nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assum_ all liability from its use. The Connection Calculator was designed and created •y Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for developme t of the Connection Calculator was provided by AF&PA's American Wood Council. MINIMUM CONNECTION AT HOLD DOWN CONNECTIONS AT EACH END OF SLEEPER, OK http://www. awc.org/calculators/connections/ccstyle. asp?design_method=ASD&connectio... 3/13/2013 800.669.6223 instry Ile 01 Your Building vnvw.rnckinstry.cam PROJECT bh/14 C/Yl21._ it.a oP (-JAM 1." TITLE BY SCALE 308 . o ( " DATE REE. DWG SHEET t x16 Ju1ST Gv/o f'rV/>2- b (1w177 /• 2 I > 0 / �) 1-1)(/6 Jo/ST Df C4Mv0K) ( /5 44 5/21 14 /o Ai '1 /4-nh7 L / D h &cm Com{ nni-2/ / _ />v A-nD/t-x»,/ nom' 5/ /4-11,S t- 6- 1,47V /Z K C o+►7m 12-ti1) N� p Pzz7h/S : �l : Z(P s < 2 S's14 ) ( @ /LA --vor-ii✓C /Mvt.n 1MZ IZ ro1.✓YG� Ll 1 /fi4t )7 z_ /-D 5ls 7 -rr‘11n247QJP m v5 r AVS 0 cv,t/ n /1-1 �/�" ) 11/r /G 192.5 I /► �� C Gt ►t.G� OE) `'fx`b Sp/dA) (k) pF-L -zit" 4f) U;_-- ��( < l_o o) te--114, =-- 14.100 tL Wh C710) ' Wf,,- 1-0101-' ' F => PD _, rk- C For Th instry Life 0f Your Building 800.669.6223 www.mckinstry.ccm PROJECT b(/1/1.1JtLJ v -'L tivuc--"' t TITLE 6Y ()IAA, SCALE S DATE REF. DWG JOB 4 bi L O d SHEET Q I,S t U rJ lit .bT s (:. ►z.- +4. ('K.12 • a -t, s t=vlu,r+^ R.11) dot S7" Th'vL - 1" 2S psrr Cl- ) s = 2sp5CLS')(3.%`) - /t14i 6h/ K-4444 441--_ --3 Or L1x (0-/) 144'144 r _ / G 4 l_0 ) VIC.. ok... ,{a o p:1.74 - ' GGtz- P=i.ts r =.o�E�- Yt = .02`�- �,\J _ Lt.C) :.t.st►14$ o (7L) jt/�� t-2� > t(_ (p ait'� -e-/-163 i/i tto k- UST_ 'D r ((.x % 'C�1 f'ICNL 1 invtx SP/ Wim- t,S) tr rb2V _-�9 -per. W.� = GLu/kps - W to -(- \A/5t rL._ Pe C.22' \- 1'` kitip RDe5c. /30r1 C. Ws v, =- 2-trst (V) rq0fg. � P = . 32'` - /VG (,lis Aexc,re,) 4 instry Life 01 Your Building 800.669.6223 www.mckinstry.com PROJECT TITLE SCALE JOB # DATE REF. DWG SHEET Ds16(N) A-pmit.1) tiyvt)tpv15121t,_ 4 17_. (3s--(0 (0-3'/.4 1 4 r)Nyc> IT.-QutU ---64-umt) Art,Dtt> 2_. — -}c 12-12. A.: : )4 I •• -44 tc4 1 1 Z1- VA-Sy LTS C.)5E 415 t141,14.:E Lou( (Cuos...-) co (D?"-clONJ .5tf ( ? '1 t--Ciso >61.7-- i,( 27 lt t,,x6 Ctt,At.h.s .(-0 "Of &2-rvao 6 it,i2A2.. ) instry life Of Your Building 800.669.6223 w.vw.mckinstry.com PROJECT OM LOLL_ k.) v,11.(Z. TITLE BY SCALE 1•Yr> JOB 4 1Cd1 DATE REF. DWG SHEET 'CA 6-0 cwel.,,(sAt— '\) \6. VA4,. Floi(sx) 134270F5; 15,6 k ( —'1e -.---- ›ke r M / 4- MA I ---,-- g. , 0!-T-1)1IL e60:3,Z peg I —fYy .so le/ — rke 104 14.31e ( )0'1, ( le- , / 17 A -Pb e6/1,t -to /-5,19,i_-0(14 yit 6 le;ff finAl 1-4 ) Vf7iv0 611 1'0tH —6-r A-7 6/1 C4-0615/1 /n) 44erx' Alsip 4.44,,x% 'ft? For Th instry le Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:38PM Wood Beam Lic. # : KW -06009319 Description : Worst Case Sleeper, (DF 4x8 PT) CODE REFERENCES File= C:\Usersljeffgo\DOCUME-11ENERCA-1\019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7; Ver.6.12,12.7 Licensee : MCKINSTRY CO. Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species : Douglas Fir - Larch (North) Wood Grade : No. 1 & Btr Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft 1,150.0 psi 1,150.0 psi 1,800.0 psi 625.0 psi 180.0 psi 750.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 660.0ksi Density 31.570 pcf D(OS4)OE,�Q.2) 4x8 Span = 8.0 ft Applied Loads Beam self weight calculated and added to loads Point Load : D = 0.40, E = 0.20 k @ 4.0 ft, (Pmax) Uniform Load : S = 0.10 k/ft, Extent = 1.50 -» 6.50 ft, Tributary Width = 1.0 ft, (Ws) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 0.414 1 4x8 614.50 psi 1,486.10 psi Load Combination +D+0.750L+0.750S+0.5250E+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.039 in Ratio = 0.000 in Ratio = 0.078 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations i 2481 0 <360 1225 0 <180 Desi.n OK 0.154 : 1 4x8 27.72 psi 180.00 psi +D+S+H 7.416 ft Span # 1 Load Combination Segment Length Max Stress Ratios Span # M V Cd CFN Ci Moment Values Shear Values Cr Cm C t CL M fb F'b V iv Pv D Only Length = 8.0 ft +D+L+H Length = 8.0 ft +D+Lr+H Length =8.0 ft +D+S+H Length =8.0 ft +D+0.750Lr+0.750L+H Length =8.0 ft 1 0.222 1 0.222 1 0.222 1 0.403 1 0.222 1.30 0.072 1.00 1.30 1.30 0.072 1.00 1.30 1.30 0.072 1.00 1.30 1.30 0.154 1.00 1.30 1.30 0.072 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 1.00 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 1.00 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 1.00 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 1.00 0.99 1.53 599.58 1486.10 1.00 1.00 1.00 1.00 0.99 0.00 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.47 0.00 0.22 0.00 12.95 0.00 12.95 0.00 12.95 0.00 27.72 0.00 12.95 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 For Th instry le Of Tour Bonding Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Footed: 13 MAR 2013, 12:38PM Wood Beam Lic. # : KW -06009319 Description : Load Combination Worst Case Sleeper, (DF 4x8 PT) Max Stress Ratios File = C:\Users1Ieffgo\DOCUME-1\ENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver.6.12.12.7 Licensee : MCKINSTRY CO. Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 0.99 0 00 0 00 0 00 0 00 Length = 8.0 ft 1 0.358 0.133 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.36 532 32 148610 0 41 24.03 180.00 +D+W+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 0.22 12.95 180.00 +D+0.70E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.296 0.095 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.12 440.10 1486.10 0.29 17.08 180.00 +D+0.750Lr+0.750L+0.750W+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.222 0.072 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.84 330.51 1486.10 0.22 12.95 180.00 +D+0.750L+0.750S+0.750W+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.358 0.133 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.36 532.32 1486.10 0.41 24.03 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.278 0.089 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.05 412.70 1486.10 0.27 16.05 180.00 +D+0.750L+0.750S+0.5250E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.414 0.151 1.00 1.30 1.00 1.00 1.00 1.00 0.99 1.57 614.50 1486.10 0.46 27.13 180.00 +0.60D+W+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.133 0.043 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.51 198.31 1486.10 0.13 7.77 180.00 +0.60D+0.70E+H 1.30 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 • 0.207 0.066 1.00 1.30 1.00 1.00 1.00 1.00 0.99 0.79 307.89 1486.10 0.20 11.91 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.0783 4.029 0.0000 0.000 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.472 0.472 D Only 0.222 0.222 S Only 0.250 0.250 E Only 0.100 0.100 D+S 0.472 0.472 D+E 0.322 0.322 Mc For Th instry fa Of Your Raiidiag Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:39PM Wood Beam' Lic. # r KW -06009319 Description : Check (E) 4x16 Purlin with Incoming Load from Sleeper CODE REFERENCES File = C:1Userstjeffgo\DOCUME 1\ENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build.6.12.12.7, Ver.6.12.12.7 Licensee: MCKINSTRY CO. Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch : No.1 & Better Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsion buckling 1,200.0 psi 1,200.0 psi 1,550.0 psi 625.0 psi 180.0 psi 800.0 psi E: Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 660.0ksi Density 32.210pcf Repetitive Member Stress Increase Applied Loads 4x16 Span = 24.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.080, S = 0.170 , Tributary Width = 1.0 ft, (Wtl) Point Load: D = 0.220, E = 0.10 k @ 5.0 ft, (P) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.244 1 4x16 1,717.24 psi 1,380.00 psi +D+S+H 11.825ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable d Combination Locof maximum on span Span # w - e maximum occurs 0.686 in Ratio = 0.000 in Ratio = 1.091 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 420 0 <360 263 0 <180 Design N.G. 0.468 : 1 4x16 84.20 psi 180.00 psi +D+S+H 0.000 ft Span # 1 SEE SKECTH AND HAND CALC FOR ADDED C6X8.2 (SISTERED) Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i C r Moment Values Cm C t CL M fb Shear Values F'b V fv F'v D Only Length = 24.0 ft +D+L+H Length = 24.0 ft +D+Lr+H Length = 24.0 ft +D+S+H Length = 24.0 ft +D+0.750Lri0.750L+H Length = 24.0 ft 1 0.460 0.182 1.00 1 0.460 0.182 1.00 1 0.460 0.182 1.00 1 1.244 0.468 1.00 1 0.460 0.182 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.18 635.20 7.18 635.20 7.18 635.20 19.41 1,717.24 7.18 635.20 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1.16 0.00 1.16 0.00 1.16 0.00 3.00 0.00 1.16 0.00 32.73 0.00 32.73 0.00 32.73 0.00 84.20 0.00 32.73 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 For Th instry le Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:39PM Wood Beam Lic. # : KW -06009319 Description : Load Combination Check (E) 4x16 Purlin with Incoming Load from Sleeper Max Stress Ratios File = C:1Users\jeffgo\DOCUME-11ENERCA-11019800-1,EC6 ENERCALC, INC. 1983-2012, Build 61212.7, Ver6.12 12.7 Licensee : MCKINSTRY CO. Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m CC C L M fb F'b V fv F'v +D+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.048 0.396 1.00 1.00 1.00 1.15 1.00 1.00 1.00 16.35 1,446.62 1380.00 2.54 71.34 180.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.460 0 182 1 00 1 00 1.00 1.15 1.00 1 00 1.00 7.18 635.20 1380.00 1.16 32.73 180.00 +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.472 0.190 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.36 651.42 1380.00 1.22 34.29 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.460 0.182 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.18 635.20 1380.00 1.16 32.73 180.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.048 0.396 1.00 1.00 1.00 1.15 1.00 1.00 1.00 16.35 1,446.62 1380.00 2.54 71.34 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.469 0.188 1.00 1.00 1.00 1.15 1.00 1.00 1.00 7.32 647.35 1380.00 1.21 33.90 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.057 0.403 1.00 1.00 1.00 1.15 1.00 1.00 1.00 16.49 1,458.47 1380.00 2.58 72.50 180.00 +0.60D+W41 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.276 0.109 1.00 1.00 1.00 1.15 1.00 1.00 1.00 4.31 381.12 1380.00 0.70 19.64 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.288 0.118 1.00 1.00 1.00 1.15 1.00 1.00 1.00 4.49 397.41 1380.00 0.75 21.20 180.00 Overall Maximum Deflections - Unfactored Loads 1 Load Combination Span Max. " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 1.0912 12.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.317 3.189 D Only 1.277 1.149 S Only 2.040 2.040 E Only 0.079 0.021 D+S 3.317 3.189 D+E 1.357 1.170 instry fe Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Lic. # : KW -06009319 Description : Check (E) 4x16 Purlin with Incoming Load from Sleeper_20'-9" Span CODE REFERENCES Project ID: 01980 Printed: 13 MAR 2013, 12:40PM File = C:1Users\Jeffgo\DOCUME-11ENERCA-11019800-1.EC6 ENERCALC, INC, 1983-2012, Build:6.12.12.7, Vec6,12.12.7 Licensee : MCKINSTRY CO, Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch : No.1 & Better Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.22) E(0.1) D(0.08) S(0.17) 1,200.0 psi 1,200.0 psi 1,550.0 psi 625.0 psi 180.0 psi 800.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 660.0ksi Density 32.210pcf Repetitive Member Stress Increase 1' Applied Loads 4x16 Span = 20.750 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.080, S = 0.170 , Tributary Width = 1.0 ft, (Wtl) Point Load: D = 0.220, E = 0.10 k@ 5.0 ft, (P) ,_DESIGN SUMMARY. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.938 1 Maximum Shear Stress Ratio 4x16 Section used for this span 1,296.13 psi fv : Actual 1,380.00 psi Fv : Allowable +D+S+H Load Combination 10.148ft Location of maximum on span Span # 1 Span # where maximum occurs 0.383 in Ratio = 0.000 in Ratio = 0.616 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 650 0 <360 404 0 <180 0.401 : 1 4x16 72.15 psi 180.00 psi +D+S+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C CL Moment Values Shear Values M fb F'b V fv F'v D Only Length = 20.750 ft +D+L+H Length = 20.750 ft +D+Lr+H Length = 20.750 ft +D+S+H Length = 20.750 ft +D+0.750Lr+0.750L+H Length = 20.750 ft 1 0.353 1 0.353 1 0.353 1 0.939 1 0.353 1.00 0.158 1.00 1.00 1.00 0.158 1.00 1.00 1.00 0.158 1.00 1.00 1.00 0.401 1.00 1.00 1.00 0.158 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.51 487.69 5.51 487.69 5.51 487.69 14.65 1,296.13 5.51 487.69 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1.01 0.00 1.01 0.00 1.01 0.00 2.57 0.00 1.01 0.00 28.37 0.00 28.37 0.00 28.37 0.00 72.15 0.00 28.37 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 For Th instry fe Of Tour Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:40PM Wood Beam Lic. # : KW -06009319 Description : Load Combination Check (E) 4x16 Purlin with Incoming Load from Sleeper_20'-9" Span Max Stress Ratios File = C:\Usersljeffgo\DOCUME-1\ENERCA-1\01980O-1.EC6 ENERCALC, INC. 1983-2012, Build 612127, Ver.6.12.12.7 Licensee : MCKINSTRY CO. Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fir F'v +D+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.793 0.340 1.00 1.00 1.00 1.15 1.00 1.00 1.00 12.37 1,093.90 1380.00 2.18 61.20 180.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.353 0.158 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.51 487.69 1380.00 1.01 28.37 180.00 +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.365 0.166 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.70 504.17 1380.00 1.06 29.86 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.353 0.158 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.51 487.69 1380.00 1.01 28.37 180.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.793 0.340 1.00 1.00 1.00 1.15 1.00 1.00 1.00 12.37 1,093.90 1380.00 2.18 61.20 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.362 0.164 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.65 500.02 1380.00 1.05 29.49 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.801 0.346 1.00 1.00 1.00 1.15 1.00 1.00 1.00 12.50 1,105.81 1380.00 2.22 62.32 180.00 +0.60D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.212 0.095 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.31 292.62 1380.00 0.61 17.02 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.224 0.103 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.50 309.18 1380.00 0.66 18.51 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.6158 10.375 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0.000 Overall MAXimum 2.885 2.771 D Only 1.121 1.007 S Only 1.764 1.764 E Only 0.076 0.024 D+S 2.885 2.771 D+E 1.197 1.031 For Th instry f0 0/ Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013, 12:41PM Wood Beam Lic. # : KW -06009319 Description : Check (E) 4x16 Purlin without Mech Unit CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties File = C:\Usersyeffgo\DOCUME-1tENERCA-11019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver.6.12.12.7 Licensee : MCKINSTRY CO. PURLINS BETWEEN GRIDS: G AND D WITH ORIGINAL MINIMUM LOADS Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.1 & Better Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1,200.0 psi 1,200.0 psi 1,550.0 psi 625.0 psi 180.0 psi 800.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 660.0ksi Density 32.210pcf Repetitive Member Stress Increase 4x16 Span = 24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to Uniform Load : D = 0.080, S = 0.170 , DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb :Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection loads Tributary Width =1.0 ft, (Wtl) 1.209: 1 4x16 1,668.24 psi 1,380.00 psi +D+S+H 12.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.686 in Ratio = 0.000 in Ratio = 1.056 in Ratio = 0.000 in Ratio = 420 0 <360 272 0 <180 Design N.G. 0.441 : 1 4x16 79.31 psi 180.00 psi +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Moment Values Shear Values Cr Cm C t CL M fb F'b V fv F'v D Only Length = 24.0 ft +D+L+H Length = 24.0 ft +D+Lr+1i Length = 24.0 ft +D+S+H Length = 24.0 ft +D+0 750Lr+0 750L+H Length = 24 0 ft +D+O 750L+0 750S+H 1 0.424 0.155 1 0.424 0.155 1 0.424 0.155 1 1.209 0.441 1 0424 0.155 1.00 1.00 1.00 1.00 1 00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1 00 1.00 1.15 100 115 1.00 1.15 1.00 1.15 1.00 1.15 1.00 1.15 1.00 1.15 1.00 1.15 100 115 1.00 1 15 100 115 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1 00 6 62 585 54 6.62 585.54 6.62 585.54 18.86 1,668.24 6.62 585.54 0.00 1380 00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 1380.00 0.00 0.00 0.99 0.00 0.99 0.00 0.99 0.00 2.82 0.00 0.99 0.00 0.00 27.84 0.00 27.84 0.00 27.84 0.00 79.31 0.00 27.84 0.00 0.00 180 00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 180.00 0.00 For Th instry fa Of Your Building Project Title: OmniCare Engineer: jwg Project Descr: Rooftop HVAC Equipment Project ID: 01980 Printed: 13 MAR 2013,12:41PM Wood Beam Lic. # : KW -06009319 Description : Load Combination Check (E) 4x16 Pullin without Mech Unit Max Stress Ratios File = C:\Usersljeffgo\DOCUME-1\ENERCA-1\019800-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver.6.12.12.7 Licensee : MCKINSTRY CO. Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 24.0 ft 1 1.013 0.369 1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.80 1,397.56 1380.00 2.36 66.44 180.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.424 0.155 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.62 585.54 1380.00 0.99 27.84 180.00 +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.424 0.155 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.62 585.54 1380.00 0.99 27.84 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.424 0.155 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.62 585.54 1380.00 0.99 27.84 180.00 +1J+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.013 0.369 '1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.80 1,397.56 1380.00 2.36 66.44 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.424 0.155 1.00 1.00 1.00 1.15 1.00 1.00 1.00 6.62 585.54 1380.00 0.99 27.84 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 1.013 0.369 1.00 1.00 1.00 1.15 1.00 1.00 1.00 15.80 1,397.56 1380.00 2.36 66.44 180.00 +0.60D+W+4-I 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.255 0.093 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.97 351.32 1380.00 0.59 16.70 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.255 0.093 1.00 1.00 1.00 1.15 1.00 1.00 1.00 3.97 351.32 1380.00 0.59 16.70 180.00 Overall Maximum_ Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S Vertical Reactions - Unfactored 1 1.0563 12.088 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.143 3.143 D Only 1.103 1.103 S Only 2.040 2.040 D+S 3.143 3.143 Design Maps Summary Report Page 1 of 1 4 Design Maps Summary Report User -Specified Input Report Title OmniCare Sds Thu March 7, 2013 17:13:17 UTC Building Code Reference Document 2006/2009 International Building Code (which makes use of 2002 USGS hazard data) Site Coordinates 47.48°N, 122.28°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I SW Ih,stk St Newcastle ,White Center Riverton-Bouievaid= Park `�,/ ... liighline • ,1, . Salmon Creek 3S a^5/ SOM Cougar Mountain • a East Renton Highlands , 'ashcn . nicipal iirporl 4 Vashon tent Seatac Normandy Park USGS-Provided Output Ss = 1.469 g S, = 0.505 g 1.65 1.50 1.35 1.20 1.05 0.50 0.75 0.60 0.45 0.30 0.15 0.00 SMS = 1.469 g SM, = 0.758 g MCE Response Spectrum 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1.80 Period, T (sec) 2.00 Sos = 0.979 g S°, = 0.505 g 1.10 1.00 0.90 0.90 0.70 1"01. 0.50 0.5 4/1 0.40 0.30 0.20 0.10 0.00 0.00 Design Response Spectrum 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1.90 Period, T (sec) 2.00 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. http: //geohazards.usgs. gov/designmaps/us/summary.php?temp late=minimal&latitude=47.48... 3/7/2013 Straps & Ties LTP4/LTP5/A34/A35 Framing Angles & Plates The larger LTP5 spans subfloor at the top of the blocking or rim joist. The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4/LTP5-20 gauge; all others -18 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • A35—Bend one time only. CODES: See page 13 for Code Reference Key Chart in These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. • SIMPSON Strong -Tie LTP5 Model No. Type of Connection Fasteners Direction of Load DF/SP Allowable Loads SPF/HF Allowable Loads Code Ref. Floor (100) Roof (125) (160) Floor (100) Roof (125) (160) r A34 8-8dx11/2 Fi 395 485 515 340 415 445 IP1. L5 L18, F13 0 F26 395 455 455 340 390 390 A35 9-8dx1%2 A1,E 295 365 395 255 315 340 © Cr 210 210 210 180 180 180 © 12-8dx11/2 A2 295 365 380 255 315 325 C2 295 365 370 255 315 320 D 230 230 230 200 200 200 12 Sdx1'� F1 595 695 695 510 600 600 F26 595 670 670 510 575 575 LTP4 12-8dx1'/z la *lb b4b bN 445 555 575 114, L5,F13 © H 515 645 670 445 555 575 LTP5 12 8dx1'/z G 585 620 620 505 535 535 IP1, L18,F25 H 545 545 545 470 470 470 1. Allowable loads are for one anchor When anchors are installed on each side of he joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over 1/e" wood structural panel sheathing with 8dx1 t nails and achieve 0.72 of the listed load, or over W and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to /2- thick using 8dx1/2 nails with no reduction in load. 5. Connectors are required on both sides to achieve F2 loads in both directions 6. NAILS: 8dx1 /2 = 0.131' dia. x 11/2' long. See page 22-23 for other nail sizes and information. Joists to Plate with A Leg Inside Studs to Plate with B Leg Outside Joists to Beams Ceiling Joists to Beam 1❑ A34 A35 190 Chimney Framing ❑LTP4 Installed over 5 Wood Structural Panel Sheathing LTP4 attaching Top Plates to Rim Joist © LTP5 Installed over Wood Structural Panel Sheathing PRINTED 12/12 C-2013 02013 SIMPSON STRONG -TIE COMP 'PERMIT COORD COPS PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: M13-056 DATE: 05/28/13 PROJECT NAME: OMNICARE SITE ADDRESS: 12674 GATEWAY DR Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Ki OC B Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ DUE DATE: 05/30/13 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required Cgt. REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/27/13 Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit;' Center Use Only , , ''' CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: �ERMIT COORD COP PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: M13-056 DATE: 05/09/13 PROJECT NAME: OMNICARE SITE ADDRESS: 12674 GATEWAY DR Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works I14A NA- Tii-14-13 re Prevention Structural Planning Division ❑ ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05/14/13 Complete NI Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: DUE DATE: 06/11/13 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit CenterUse Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: • • P!1 GO PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: M13-056 DATE: 03-19-13 PROJECT NAME: OMNICARE SITE ADDRESS: 12674 GATEWAY DR X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS 11-‘ uildin ivision Public Works ❑ A'� A�9G o 21t �3 Fire Prevention Structural Planning Division ❑ Permit Coordinator 1111 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 03-21-13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04-18-13 Approved ❑ Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PROJECT NAME: SITE ADDRESS: Weaktiv4A) OY • PERMIT NO: M 1;' ORIGINAL ISSUE DATE: t 31 I3 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 os. , , ,, OCU Iii C'- Summary of Revision: a\A1)4 V` U ' V I k-VoUY r NA S Yc, k, 6, Lin, hkinfh/ Received by:. �m TidelMil S REVISION NO. DATE RECEIVED STAFF ISSUED DATE INITIALS STAFF INITIALS ISSUED DATE (9c• 2,0.13I S' -3i- 13 1,60 Summary of Revision: atv.cAvvItT Ca1cs ib D(2- 4 Received by 0,.n ,.(,l-e,rn (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) • City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 5/00// j Plan Check/Permit Number: /1 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued [� Revision requested by a City Building Inspector or Plans Examiner Project Name:n are - Project Address: Contact Person: Summary of Revision: ittorpf L Iiia,/ 9J Phone Number: �fiii, f —bQ C 67n —20--enrf tivatiOrea Pleoeveb a..tv- TIIKAINA 2 8 2013 ''ERMII' CENTER Sheet Number(s): "Cloud" or highlight all f real -of revision-ineliiidingdate of revtston\' Received at the City of Tukwila Permit Center by: kEntered in Permits Plus on 0 1 \ H:\Appbcations\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Created: 8-13-2004 Revised: 7-2010 • 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: Sl 91 1 g Plan Check/Permit Number: 1; - a Response to Incomplete Letter # Response to Correction Letter # Revision # t after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: mniQ Project Address: Contact Person: 7i m Th.orna g Summary of Revision: Phone Number:0 6 Co e2 .3311 f GFGF 2G� Qx 1 to v g-}- 04 l s + j= t . Sheet Number(s): 1`-'\ . a tni-fa r `s C lose-� ^_w I. A MAY 0 9 2013 PERMIT CENTER "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit en -r by: Entered in Permits Plus on rF ' H:\Applications\Forms-Applications On Line\2010 Applications \7.2010. Revision Submittal.doc Revised: May 2011 Contractors or Tradespeople Peer Friendly Page • General/Specialty Contractor A business registered as a construction contractor with LEI 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 MCKINSTRY CO LLC UBI No. 602569922 Phone 2067623311 Status Active Address Po Box 24567 License No. MCKINCL942DW Suite/Apt. License Type Construction Contractor City Seattle Effective Date 3/16/2006 State WA Expiration Date 3/16/2014 Zip 98134 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status LYDIGML901JL LYDIG + MCKINSTRY LLC Construction Contractor General Unused 4/13/2010 4/13/2014 Active WESTVI'121RF WESTVENT INC Construction Contractor General Unused 12/6/1988 9/1/1994 Archived MCKIN**372ND MCKINSTRY CO Construction Contractor General Unused 8/20/1963 1/2/2008 Re Licensed Business Owner Information Name Role Effective Date Expiration Date PEDERSEN, JAMIE D Agent 03/16/2006 Bond Amount ALLEN, DEAN CHARLES Partner/Member 03/16/2006 929519469 MOORE, DOUGLAS JAMES Partner/Member 03/16/2006 ALLEN, DAVID EDWARD Partner/Member 03/16/2006 WESTERN SURETY CO TEPLICKY, JOSEPH WILLIAM Partner/Member 03/16/2006 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 3 Western Surety Co 929519469 03/01/2011 Until Cancelled 01/23/2012 $12,000.00 02/24/2011 2 WESTERN SURETY CO 929511574 09/09/2010 Until Cancelled $12,000.00 09/02/2010 1 TRAVELERS CAS & SURETY CO 104702039 01/03/2006 Until Cancelled 03/01/2011 $12,000.00 03/16/2006 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 6 Zurich American Ins Co GLA 3999903 01/31/2013 01/31/2014 $2,000,000.00 01/02/2013 5 Zurich American Ins Co GLA -3999903 01/31/2012 01/31/2013 $2,000,000.00 12/16/2011 4 ZURICH AMERICAN INS CO GLA3999903 01/31/2011 01/31/2012 $2,000,000.00 12/20/2010 3 ZURICH AMERICAN INS CO CP0399990301 01/31/2009 01/31/2011 $2,000,000.00 12/07/2009 2 CP03999903 01/31/2008 01/31/2009 $2,000,000.00 01/31/2008 httns://fortress.wa.gov/lni/bbip/Print.aspx 04/08/2013 HVAC SYMBOLS & ABBREVIATIONS DUCTWORK ACCESSORIES - -> SUPPLY GRILLE I fir- RETURN OR EXHAUST GRILLE BDD BACK DRAFT DAMPER [ VOLUME DAMPER WALL FIRE DAMPER FLOOR FIRE DAMPER WALL FIRE/SMOKE DAMPER -Q FLOOR FIRE/SMOKE DAMPER -m, - a ZONE DAMPER -E MOTORIZED DAMPER ACCESS DOORS r - - - ACOUSTICALLY LINED DUCT ELEV. CHANGE RISE(R) DROP(D) TRANSITION FLEXIBLE DUCT GRILLE/REGISTER/DIFFUSER IM CEILING SUPPLY AIR DIFFUSER (SHOWN W(TH BUNK OFF) CEILING RETURN, EXHAUST I_ OR TRANSFER NR GRILLE El PERFORATED FLOOR TILE EQUIPMENT TAG EF3-12 ji FLOORE(IP. EQUIP. DESIGNATION ABBREVIATIONS ACT ACOUSTICAL CEILING TILE AD ACCESS DOOR AFF ABOVE FINISHED FLOOR AHU AIR HANDUNG UNIT BDD BACKDRAFT DAMPER BOD BOTTOM OF DUCT BOP BOTTOM OF PIPE CLG CEILING CFM CUBIC FEET PER MINUTE GOND CONDENSATE CRAC COMPUTER ROOM AIR CONDITIONING CT COOUNG TOWER DB DRY BULB (E) EXISTING EAT ENTERING AIR TEMP. ECG EGGCRATE GRILLE EF EXHAUST FAN EXH EXHAUST F/SD FIRE, SMOKE DAMPER FCU FAN COIL UNIT GRD GRILLE, REGISTER, DIFFUSER HC HEATING COIL HVAC HEATING, VENTILATION AND AIR CONDEIIONING LAT LEAVING AIR TEMP. GENERAL SYMBOLS NEW WORK EXISTING WORK x DEMOLITION WORK DEMOLITION POINT CONNECTION POINT 12x12 a• FLAT OVAL DUCT THERMOSTAT •� - 0 SENSOR •` _ CARBON MONOXIDE SENSOR MANUAL WALL SWITCH x x LD MOD MUA TS OA OBD QTY (R) RA RTU SA SL SLSM TG TOD TOP UH. UNO VAV VD VER VFD VSD WB -DETAIL NUMBER -SHEET NUMBER REVISION NUMBER. OX GENERAL NOTE VAV BOX TAG - FLOOR -BOX - EQUIPMENT TAG - PRIMARY CFM - FAN CFM 1-23 S -C8 -09-A 000 000 GRD TAG DTs -180 { •---eFM EACH SIZE TYPE\ ODE LINEAR DIFFUSER MOTOR OPERATED DAMPER MAKE UP AIR NEW NOT TO SCALE OVERALL; OUTSIDE AIR OPPOSED BLADE DAMPER QUANTITY RELOCATED RETURN AIR ROOF TOP UNIT SUPPLY AIR SOUND LINED SOUND UNED SHEET METAL TRANSFER GRILLE TOP OF DUCT TOP OF PIPE UNIT HEATER UNLESS NOTED OTHERWISE VARIABLE AIR VOLUME VOLUME DAMPER VERIFY VARIABLE FREQUENCY DRIVE VARIABLE SPEED DRIVE WET BULB GENERAL NOTES: 1. VERIFY LOCATIONS AND DIMENSIONS OF ALL EQUIPMENT AND COORDINATE ALL WORK PRIOR TO START OF CONSTRUCTION. 2. OBTAIN APPROVAL OF STRUCTURAL ENGINEER PRIOR TO INSTALLATION OF PENETRATIONS NOT PREVIOUSLY COORDINATED OR AGREED UPON, I.E. ANCHOR BOLT DEPTHS, ETC. 3. CONCRETE EQUIPMENT CURBS, PIPING RAT SLABS, SUMP BASINS, AND HOUSEKEEPING PADS ARE SHOWN FOR APPROXIMATE LOCATION AND SIZE AND ARE TO BE PROVIDED BY THE GENERAL CONTRACTOR. WHERE PROVIDED, REFER TO STRUCTURAL INFO FOR ADDITIONAL DETAILS. 4. COMPLETION AND COMMISSIONING FOR MECHANICAL SYSTEMS: A. PROVIDE RECORD DRAWINGS OF THE ACTUAL INSTALLATION TO THE OWNER (PER 2009 WASHINGTON STATE ENERGY CODE SECTION 1416.3.4.2) B. PROVIDE TO THE OWNER ALL NECESSARY SYSTEMS DOCUMENTATION (PER 2009 WASHINGTON STATE ENERGY CODE SECTION 1416.3.4.1) C. BALANCE ALL HVAC SYSTEMS AND PROVIDE TO THE OWNER A WRITTEN BALANCING REPORT (PER 2009 WASHINGTON STATE ENERGY CODE SECTION 1416.3.2) D. SYSTEMS/EQUIPMENT/CONTROLS FUNCTIONAL TESTING SHALL BE PERFORMED IN ACCORDANCE WITH APPROVED PLANS (PER 2009 WASHINGTON STATE ENERGY CODE SECTION 1416.3.3). E. PERFORMANCE OF ALL NEW BUILDING MECHANICAL SYSTEMS WILL COMPLY WITH OR EXCEED THE MINIMUM REQUIREMENTS AS SET FORTH IN THE 2009 WASHINGTON STATE ENERGY CODE SECTION 1410 - GENERAL REQUIREMENTS. 5. MINIMUM VENTILATION QUANTITIES WILL COMPLY WITH OR EXCEED THE 2009 INTERNATIONAL MECHANICAL CODE 6. ALL MOTORS WILL COMPLY WITH CHAPTER 15 OF THE 2009 WASHINGTON STATE ENERGY CODE. FOR ADDITIONAL DETAILS, SEE EQUIPMENT SCHEDULES CONTAINED WITHIN THIS DRAWING SET. 7. ALL SYSTEMS WILL BE INSULATED AS PRESCRIBED IN CHAPTER 14, TABLE 14-5 AND 14-6 OF THE 2009 WASHINGTON STATE ENERGY CODE. FOR ADDITIONAL DETAILS, SEE DUCTWORK AND PIPING SPECIFICATION MATRICES CONTAINED WITHIN THIS DRAWING SET. 8. VERIFY THAT ALL NECESSARY INFORMATION HAS BEEN PROVIDED PRIOR TO CONNECTION OF EQUIPMENT FURNISHED BY THE OWNER OR OTHERS. 9. FOR ADDITIONAL SYSTEM AND EQUIPMENT SEISMIC REQUIREMENTS, REFER TO STRUCTURAL INFORMATION (WHERE PROVIDED) AND PROJECT SPECIFIC SEISMIC DESIGN INFORMATION SHEET CONTAINED WITHIN THIS DRAWING SET. CODE BASIS OF DESIGN ITEM # DATE LAST MODIFIED SYSTEM CRITERIA CRITERIA SOURCE CODE BASIS FOR PROJECT 1.1 21292012 Applicable Codes and Standards Building Code -2009 International Building Code 2009 WSEC 1433 (Not exceptions are available) 1 2 2/292012 Applicable Codes and Standards Mechanical Code -2009 International Mechanical Code 1.3 2/292012 Applicable Codes and Standards Energy Code - 2009 WashingbnStale Energy Code 1.3 21292012 Applicable Codes and Standards Plumbing Code - 2009 Uniform Plumbing Code 1:3 21292012 Applicable Codes and Standards Fire Code - 2009 International Fire Code 1:3 2/29'2012 Applicable Codes and Standards, Fuel. Gas Code - 2009 International Fuel Gas Code. 1.3 21290012 Applicable Codes and Standards Boiler Code - 2010 Washington Stats Boiler and Pressure Vessel Code 1.4 2292012 Applicable Codes and Standards Venflafon and Indoor Air Quality Code - 2009 IMC Chapter 4 ECONOMIZER BASIS OF DESIGN ITEM # DATE LAST MODIFIED SYSTEM CRITERIA CRITERIA SOURCE ECONOMIZER REQUIREMENTS 2.1 2/29/2012 Economizers All new airhandiing equipment be provided with an air economizer. 2009 WSEC 1433 (Not exceptions are available) 2.2 22912012 Economizers Split Sysbmwith EER at least 15% higher for cooling can be used in lieu of air economizer. 2009 SEC 1433 Exception 7c. 5.3 229/2012 Non -Residential Envelope Conptiance Non -Residential buildings must have a design UxA heat loss rat equal b or less flan he target heatloss rat. 2009 WSEC 1331 Component Performance Option referring b Table 13-1 U -factor requirements ENVELOPE BASIS OF DESIGN ITEM # DATE LAST MODIFIED SYSTEM CRITERIA CRITERIA SOURCE BASIS FOR ENVELOPE COMPLIANCE 5.1 2097201 Compliance Forms Envelope compliance will use the values from 2009 Washingbn State Component Performance Building Envelope Option, Sections 1330-1334. 2009 WSEC 1310.1b 5.2 22912012 Non -Residential Envelope Perbrrr ince- Glazing Glazing U-Facbrs must be celled and labeled by the National Fenestration Rating Council (NFRC). Unlabeled glazing must use detaultU-values fomWSEC Table 10-6: 2009 WSEC 1312.1 5.3 229/2012 Non -Residential Envelope Conptiance Non -Residential buildings must have a design UxA heat loss rat equal b or less flan he target heatloss rat. 2009 WSEC 1331 Component Performance Option referring b Table 13-1 U -factor requirements 5:4 2292012 Code Envelope Performance - Opaque Assenttlies Roof U-Facbr: 0.04 (insulation above deck) Wall (Above Grade') Ave, U-Facbr: 0.064 (steel fas aired); 0.15 (ms) Floor (Exposed) U-Facbr: 0.029 Door (Opaque, rretal) U-Facbr: 0.60 2009 WSEC Table 13-1 (Climate Zone 1) 5.5 22912012 Code Envelope Perbrrrence -- Glazing Glazing Area as % of Wall: 30%40% Vertical Glazing U=Facbr 0.40 (natal tarring) Vertical Gazing SHGC: 0.40 2009 WSEC Table 13-1 (Climriie Zone 1) 5.6 .212.9,2012 Exposed Duch and Plenums Roofminted exposed duct requiring R-11 insulafon'receive 2" sound fining and approved weaker barrier. 2009 WSEC 14142 LEGAL DESCRIPTION GATEWAY CORPORATE CENTER LOT 2 LESS W 35 FT MEASURED PERPENDICULAR TO SWLY LINE OF SAID LOT 2 - PARCEL A OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO 89-2 - BLA RECORDING NO 8906120555 PARCEL NUMBER: 271600-0020 VICINITY MAP DRAWING INDEX DWG # SHEET TITLE MO.O COVER SHEET M2.1 LEVEL 1 HVAC FLOOR PLAN M2.2 LEVEL 2 HVAC FLOOR PLAN M2.3 ROOF HVAC PLAN M7.0 MECHANICAL SCHEDULES Plan review Wawa! of ;;bion of any pproved Field Copy REVISIONS No changes shall be made to the of ‘.ork without prior approval of Tukwila -Building Division. NOTE: Ravrsions will require a new plan submlttat and may include additional plan review fees. SEPARATE PERMIT REQUIRED FOR: 0 cat Plumbing as Piping City of Tukwila BUILDING DIVISION REVIEVVED FOR CODE COMPLIANCE APPROVE APR 0 3 2013 City of Tukwila BUILDING DIVISION' RECEIVED CITY OF TUKWILA MAR i 9 2013 PERMIT CENTER 5 !o instry ife Of Your Building SEATTLE: 5005 3RD AVENUE S PO BOX 24567 SEATTLE, WA 98124 1-800-669-6223 PORTLAND: 12021 NE AIRPORT WAY SUITE G 503-331-0234 PORTLAND, OR 97220 www.mckinstry.com PROJECT: OMNICARE TI HVAC 12674 GATEWAY DRIVE TUKWILA, WA, 98168 REGISTRATION: REVISIONS: NO DATE DESCRIPTION 3-13-2013 PERMIT SET McKINSTRY DIVISION: S.P.G. ENGINEERING DESIGNED BY: D. HOLTAN DRAWN BY: M. HEDRICK CHECKED BY: M. GARDNER JOB NUMBER: 1980 DATE: 3-13.2013 SCALE: AS SHOWN SHEET TITLE: SHEET NUMBER: M1 .0 swp2-250 •(TP2) 34"xl Er RA PLENUM UP TO RTU -1 30x14" SA PLENUM UP TO RTU -1 SWR1-300 gyp 2) 170 160 ( 17X17 GREENHECK ESD -635 BY GC 1 30"x14 SA PLENUN1UP TO RTU -10 34x18" RA PLENUM UP TO RTU -10 et ELECT WALL HEATER BY EC. LOCATION TBD ti EF -3 34x18 34x18" RA PLENUM UP TO RTU -2 30"x14" SA PLENUM UP TO RTU -2 1TO I i CONNECTION' TO SELF CONTAINED CLEAN ROOM TBD" TORTU 30x14" SA PLENUM UP TO RTU -9 200 34"x18" RA PLENUM UP TO RTU -9 36"x30" RA (OPENING TOWARDS ROOF) 34"x18" RA PLENUM UP TO RTU -9 SWR3-400 (TYP 4) 36x30' RA RA (OPENING TOWARDS ROOF) USE EXISTING DUCT PLENUMS AND DUCT WHERE AVAILABLE 14' SA ON 2018' RA PLENUM UP TO RTU -3 20"x1 7 SA PLENUM UP TO RTU -3 USE EXISTING DUCT PLENUMS AND DUCT WHERE AVAILABLE (TYPICAL ALL EXISTING AND REUSED LOCATIONS) 16T MINT SWR2-400 (TYP 4) SWR -4-250 26"x1 0" RA PLENUM UP rTO RTU -11 f 24"x14SA PLENUM UP 11 To:tuuli 1213 TO•RTU-11 SWR1-500 a\ &lel 27x30" IRA (OPENING i TOWARDS ROOF) 1 DUCT MOUNTED ........y SIDEWALL REGISTERS 20"0 SWR3-600 (TYP 2) = SWR -5-500 BOTTOM OF GRILLE 17 AFF 14' RA DN 26"xl 0' RA PLENUM UP TO RTU -5 245d4 SA PLENUM UP TO RTU -5 SVVG3 18x10-300 1(2 TYP) 1 1 I 18x 7 SA PLE UM OP I TO TU,7 26"x T RA PLENUM I1P TO TU -7 V i tqfriff f : r.. i .314" COND TvO'di , i i f i I [ , EXM°ISPTSEINXHKAUST i I t I ' I 4—• i I / i NOTSHOWN k lif 1 i 4 It1 1 I I i ! I . 912-400i l/t) iiill i11 i•H--') i \.."11. k s. s i ii. ' ' 1 $ I • i i f it I. I I s 4 i iIi t 1 ss ,I f ,...>,$ ... f. $ $ EXIST EXHAUST NOT SHOWN • ,k I a ; S...St. a 0 r f .41 f f S i I if , ,-1." i :.; 1 , , 1 I ' 14 jf 7 i I , i , a I ,Fi EDGE OF EXIST'G SIDEWALK 1 -V STAIR 1ST FLOOR HVAC SCALE: 1/8' =1'-0 HALL --t MB- 0510 REVIEWED FOR CODE COMPLIANCE APPROVE!, APR 0 3 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 9 2013 PERMIT CENTER fe W 7/1/11f Buliding SEATTLE: 5005 3RD AVENUE S PO BOX 24567 SEATTLE, WA 98124 1-800-669-6223 PORTLAND: 12021 NE AIRPORT WAY sunt G 503-331-0234 PORTLAND, OR 97220 www.mckinsby.com PROJECT; . • • . • • OMNICARE TI HVAC.. • . 12674 GATEWAY DRIVE TUKWILA, WA, 98168 REGISTRATION: REVISIONS: NO DATE DESCRIPTION 313-2013 pERFAri SET McKINSTRY DIVISION: S.P.G. ENGINEERING DESIGNED BY: D. HOLTAN DRAWN BY: M. HEDRICK CHECKED BY: M. GARDNER JOB NUMBER: 1980 DATE: 3-13-2013 SCALE: AS SHOWN SHEET TITLE: SHEET NUMBER: M2.1 245x14" SA PLENUM UP TO RTU -8 26"x10' SA PLENUM UP TO RTU -8 10"x10" EXH UP TO EF -1 6"o REFRIGERANT PIPING UP/DN 24"x14" SA'PLENUMUP TO RTU -4 26"x1'0" SA PLENUM UP TO RTU -4 EXISTING EXHAUST UP TO EXISTING EXHAUST FAN EC8-1600 SWR312x =11-00 SWR3 12x6-150 DT8-1007-7 ' I , DT8-150 I S i Yv.JIkIG v 24"14" SA.I?LENUI UP TO TU -6 26"x10" RA PLENU 'UP TO RTU -6 DT8-200 --E054O0 {2 TYP) EC8-16©0 14'1%1 EC5-275 {4 TYP) 8"01 REFRIGERANT PIPING UP/DN G.C. TO WRAP COLUMN DT10-275 DT10-275 1 2ND FLOOR/MEZANINE PLAN -HVAC • SCALE 1/8» = 1 `--0» 'U'3 05 & REVIEVVED FOR CODE COMPLIANCE APPROVES APR 0 3 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 9 2013 PERMIT CENTER nstry le Of Your Building SEATTLE:. 5005 3R0 AVENUE' S .................... PO BOX 24567 SEATTLE, WA 98124 1-800-669-6223 PORTLAND 12021 NE AIRPORT WAY SUITE 0 503-331-0234 POR .AND, OR 97220 www.mckinstry.com PROJECT OMNICARE TI HVAC 12674 GATEWAY DRIVE TUKWILA, WA, 98168 REGISTRATION: REVISIONS: NO DATE DESCRIPTION 3-13-2013 PERMIT SET McKINSTRY DIVISION: S.P.G. ENGINEERING DESIGNED BY: D. HOLTAN DRAWN BY: M. HEDRICK CHECKED BY: M. GARDNER JOB NUMBER: 1980 DATE: 3-13-2013 SCALE: AS SHOWN SHEET TITLE: SHEET NUMBER: 22 RTU -7 (N) RTU -8 RTU -1 EF -1 (N) (E) RTU -4 (R) RTU -10 (N) SEE STRUCTURAL FOR ADDMOWL INFORMATION ON STRUCTURAL UPGRADES BY G.C. TO SUPPORT EXISTING AIR HANDLERS CIYP (R) 1 RTU -9 (N) CONDENSING UNIT ON SLEEPERS WITH BRACING EXISTING EXHAUST FAN RTU -11 04) SEE STRUCTURAL FOR ADDMONAL INFORMATION ON uNrr ROOF PLACEMENT. UNITS TO BE SUPPORTED BY SLEEPERS AS SPECIFIED BY STRUCTURAL ENGINEER AND INSTALLED BY G.C. G.C. TO PROVIDE ROOF FLASHING. TYPICAL ALL NEW AIR HANDLERS. (N) CU -1 •REFRIGERANT PIPING UP/DN G.C. TO FLASH ROOF OPENING RTU -6 (R) SEE STRUCTURAL FOR ADDITIONAL INFORMATION ON UNIT ROOF PLACEMENT. UNITS TO BE SUPPORTED BY SLEEPERS AS SPECIFIED BY STRUCTURAL ENGINEER AND INSTALLED BY G.C. C.C. TO PROVIDE ROOF FLASHING. TYPICAL ALL REPLACED AIR HANDLERS. ' I I I 1:11 j• ROOF PLAN HVAC SCALE ye = it -00 \'1\it os REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 3 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 9 2013 PERMIT CENTER srry e Of Your Building SEATTLE: 5005 3RD AVENUE S PO BOX 24567 SEATTLE, WA 98124 1-800-669-6223 PORTLAND: 12021 NE AIRPORT WAY SUITE G 503-331-0234 PORTLAND, OR 97220 www.mckinstry.corn PROJECT OMNICARE Ti HVAC 12674 GATEWAY DRIVE TUKWILA, WA, 98168 ismammamammummaniamm REGISTRATION: REVISIONS: NO .DATE DESCRIPTION 3-134013 PERMIT SET McKINSTRY DIVISION: S.P.G. ENGINEERING DESIGNED BY: D. HOLTAN DRAWN BY: M. HEDRICK CHECKED BY: M. GARDNER JOB NUMBER: 1980 DATE: 313-2013 SCALE: AS SHOWN SHEET TITLE: SHEET NUMBER: M213 SPLIT SYSTEM UNIT SCHEDULE DESCRIPTION UNIQUE TAG ## LOCATION L1 COMPUTER RM CU -1 ROOF QUANTITY 1 1 SCOPE QUALIFIER PROJECT PHASE . FUTURE, ALTERNATE ETC) NEW NEW TYPE AND ARRANGEMENT (INDOOR/OUTDOOR, HORIZONTAUVERTICAL) INDOOR,, HORIZONTAL OUTDOOR AREA / SYSTEM SERVED L1 COMPUTER RM MANUFACTURER DATA: STATUS (AS PROPOSED, AS APPROVED, AS BUILT) AS PROPOSED AS PROPO ED MANUFACTURER MODEL NUMBER (OR COSTO PANASONIC CU-KE3ONU l� COPPER ALUM, COPPER CS-KE3ONKU MATERIALS OF CONSTRUCTION ALUM, CC OVERALL PHYSICAL DIMENSIONS LENGTH x WIDTH x HEIGHT (IN) 12"x42"x'10" ACCESS RESTRICTION S: (FRONT/ REAR LEFT 1'RIGHT 1 TOP), EXPLANATION FRONT OPERATING WEIGHT,INCLUDE BASE WEIGHT (LBS) 32 36"x38"x9413 TOP 185 FACTORY CURB SITE BUILT CURB OR PAD BY DISCHARGE CONFIGJRATION BOTTOM RETURN AIR CONFIGURATION TOP OUTSIDE AIR CONFIGURATION NONE NIA I, N/A N/A SIZE & TYPE OF EACH SUCTION PIPE CONN. ON, CTS) 5/8" 3/8„ SIZE & TYPE OF EACH LIQUID PIPE CONN. (IN, CTS) CONDENSATE DRAIN CONNECTION' SIZE (IN) FILTRATION FILTER SECTION (FLAT. V BANK, OR NONE) NONE AIR HANDLING UNIT` SCHEDULE DESCRIPTION UNIQUE: TAG # RTU -1 (E) RTU -2 (E) RTU -3 RTU -4 RTU -5 RTU -6 RTU -7 RTU -8' RTU -9 RTU -10. LOCATION OF AIR HANDLER RQOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF SCOPE QUALIFIER (PROJECT PHASE, FUTURE, ALTERNATE, ETC) EXIS NG, RE -USED IN PLACE EXISTING, RE -USED IN PLACE NEW NEW NEW NEW NEW NEW NE1 NE RTU -11 ROOF NEW TYPE AND ARRANGEMENT (IN DOORI UTDO R HORIZONTAUV ERTICAL) OUTDOOR, HORIZONTAL OU 00R, HORIZONTAL OUTDOOR, HORIZONTAL OUTDOOR, HORIZONTAL OUTDOOR, HORIZONTAL OUTDOOR, HORIZONTAL OUTDOOR, VERTICAL OU H RIZ OUR, O ONTAL OUTDOOR, HORIZONTAL AREA / SYSTEM SERVED PHARMACY WEST` L1 OPEN OFFICE P W L1 SO UTN ENCLOSED OFFICE L2 ENCLOSED OFFICES 1 EDICAL: RECORDS L2 OPEN OFFICE LI CONFERENCE 12 CONFERENCE PHARMACY WEST OUTDOOR, HORIZONTAL - CLEAN ROOM. OUTDOOR, HORIZONTAL HIPSPING PING MANUFACTURER DATA MANUFACTURER. TRANE TRANE CARRIER CARRIER CARRIER CARRIER CARRIER CARRIER CARRIER CARRIER CARRIER MODEL NUMBER OR CUSTOi I) } YCC048F4HOBA YCC048F4HOBA 48TC-05 48TC-05 48TC-:06 48TC-06 48TC-04 48TC 05' 48TC-'12 48TC-04° 48TC-O7_. CONTROL WIRING INSIDE AIR HANDLER OR BETWEEN SECTIONS BY MANUFACTURER MANUFACTURER MANUFACTURER MANUFACTURER MANUFACTURER MANUFACTURER. MANUFACTURER. MANUFACTURER MANUFACTURER MANUFACTURER MANUFACTURER FACTORY CONTROL PANEL (PER AIR HANDLER)' TO BE PROVIDED: YES YES YES YES YES YES YES YES CONTROLS INTERFACE r PROTOCOL INTEGRAL INTEGRAL INTEGRAL INTEGRAL IN� GRAL GRAL INTEGI" INTEGRAL YES INTEGRAL YES INTEGRAL YES NTEGRAL OVERALL PHYSICAL DIMENSIONS T LENGTH x WIDTH x HEIGHT (IN) FACTORY CURB / BASE REQUIRED? 666")9"X47" 66" 9"X47" 75"x44" X34"„ 75"x " " 44 x34 1 S 75' x�I4"x34` 75"x x34" 5. x� 75"x YES` YES YES YES YES YES YES YES 89"x60"x50" YES 75"x A "x3 YES 75"x44 "x41" YES OPERATING WEIGHT, INCLUDE BASE WEIGHT (LBS) 550 550 597 597 629 629 658 712: 1173 658. 652. NIA FILTER UAIN' 1 SIZE (INCH x INCH): N/A: FILTER BANK EFFICIENCY (IVIERV .RATING PER ASHRAE STD. 52.2) N/A N/A N/A N/A FILTER DEPTH ON.;) N/A SUPPLY FAN DESIGN SUPPLY AIRFLOW (CFM) SUPPLY FAN TYPE (DIAMETER, PLUG 1 CROLL , BELT / DIRECT, CLASS) 2,060 P POR EI -LER SUPPLY FAN :RELATION TO COOLING COIL BLOW THRU / DRAW THRU SUPPLY DUCT DESIGN EXTERNAL 'STATIC PRESSURE ("W;C.) SUPPLY FAN POWER, MOTOR SIZE, PER FAN BHP / MHP:} 04 FIA IS SUPPLY AIR FLOW METERING TO BE PROVIDED WITHIN AIR HANDLER?' NO MINIMUM OUTSIDE AIR CF SUMMER DESIGN) NIA AIRSIDE ECONOMIZER INCLUDED NO N/A 17.6 FLA; NO N/A NO •D.IRECTREFRIGERAN " EXPANSION (DX) COOLING COIL: REFRIGERANT TYPE USED IN COIL. R410A :R410A DESIGN COOLING COIL ENTERING AIR DRYBULB 1 l 1ETBULB'TEMP_ (°F 1 F) DESIGN COOLING COIL LEAVING AIR DRYBULB TEMPERATURE (°F): DESIGN COOLING UNIT LEAVING AIR DRYBULB TEMPERATURE (°F) DX COOLING COIL DESIGN COOLING GROSS TOTAL / SENSIBLE (M13H) 30,600` 30,60 SEER @ ARI CONDITIONS: 16:0 SEERMINIMUM REQUIRED PER CODE (SEE NOTE 1). CONDENSATE PUMP INCLUDED ELECTRICAL, QUANTITY OF ELEC CAL CONNEC ONS SE UM CIRCUIT AMPACITY (MCA) (A PS) OVERCURRENT PROTECTION (INDICATE MOCP OR FS) ALTERNATE POWER SOURCE REQUIRED SMOKE DETECTOR PROVIDED AND WIRED BY ELECT? (RETURN, SUPPLY, NONE) 0.4 NO NONE 208/10 STARTER PROVIDED BY ELECTRICAL DISCONNECT PROVIDED BY ELECTRICAL 17.6 NO NONE , ELECTRICAL ELECTRICAL MIXING SECTION OUTSIDE AIR CONFIGURATION (END/SIDE) OUTSIDE AIR OPENING TYPE (DAMPER ONLY, HOOD OR LOUVER) SIDE SIDE SIDE SIDE SIDE SIDE. SIDE SIDE: SIDE HOOD HOOD HOOD HOOD HOOD HOOD HOOD` MANUFACTURER TO PROVIDE DRAIN IN INTAKE SECTION FLOOR? (YES / NO) NO NO NO NO NO NO NO HOOD NO'S HOOD HOOD HOOD_ NO NO OUTSIDE AIR DUCT DUCT DESIGN EXTERNAL STATIC PRESSURE ("W.C,) 0.07 0.07 0.12 0.12 0.04 0.0 0.2 0.04 IS A SEPARATE MINIMUM OUTSIDE AIR. VENTILATION DAMPER REQUIRED? NO NO - NO NO NO NO NO NO NO NO NO 0.17 NO FILTRATION FILTER SECTION (FLAT, V -BANK., OR NONE) FLAT FLAT FLAT , .. FLAT FLAT FLAT FLAT FL FLAT FLAT FILTER FACE AREA (FTS) 5.6 56 5.6 5.6 5.6 11.1 56 7.1 FILTER DESIGN, FACE VELOCITY (FPM) 500 500 500 500 500 500 500: FILTER QUAAN11 Y r SIZE (INCH t INCH): 2, `x25" 2, 16"x25,3 2, 16"x25"_ 2, 16"x25" 2, 16"x25" 2, 16"-X25" 4, 20"x20" 2, 16"x25" 2,. 16"x16 FILTER DEPTH (IN.). 2" 2. 2 2 SUPPLY FAN DESIGN MAXIMUM SUPPLY AIRFLOW PERAIR HANDLER (CFM) QUANTITY OF SUPPLY FANS 1,600 CFM 1 1,600 CFM 1,600 CFM 1 ,600. CFM. 1,950 CFM 1,950 CFM 1,200 CFM 4,000 CFM 1,200 CFM. 2,400 CFM 1 DESIGN MAXIMUM :SUPPLY AIRFLOW PER FAN: (CFM:) 1,600 CFM 1,600 CFM 1,600 CFM: 1,600 CFM 1,950 CFM 1,950 CFM. 1,200 CFM ,600 CFM 4000 CFM 1,200. CFM 2,0 4 0: CFM IF MULTIPLE FANS IS ISOLATION. REQUIRED? (BACKDRAFT AUTO MANUAL OR NO) NOT AP PLICA NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOTAPPLICABLE NOT APPLICABLE. SUPPLY FAN TYPE (DIAMETER, PLUG / SCROLL BELT`? DIRECT, CLASS) BELT BELT BELT BELT: BELT BELT BELT APPLICABLE NOT BELT E NOTAPPLICABLE NOT APPLICABLE NOT APPLICABLE BELT BELT BELT SUPPLY DUCT DESIGN..: -R STATIC Y UC EXTERNAL S A C PRESSURE (' W C) SUPPLY FAN SPEED (RPM) 1.07 1.07 1..12' 1.12. 1;04_ 1.07 1.2 1:04 0.92.. 1164 1164 14 2 42 1041 1164 42' 1041 1507 SUPPLY FAN SPRING ISOLATION REQUIRED? NONE NONE NONE NONE NONE NONE NONE NONE. NONE SUPPLY FAN ISOLATION DEFLECTION (IN.) NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE: NOT APPLICABLE NOT APPLICA LE NOT APPLICABLE NOT APPLICABLE NOTAPPLICABLE SUPPLY FAN POWER, MOTOR SIZE, PER FAN (BHP / MHP) 13 1.13: 1.64. 1.64 0.7 1.13 2,93 0.7 2:13 TYPE 0F VAV CONTROL FD V FD &FAN STAGING, OR CONSTANT VOL M E: CONSTANT CONSTANT CONSTANT CONSTANT` .. CONSTANT CONSTANT CONSTANT CONSTANT CONSTANT IF VFD IS VFD BYPASS REQUIRED (AUTO / MANUAL / NONE) ? NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE IS SUPPLY AIR FLOW METERING TO BE: PROVIDED WITHIN AIR HANDLER? NO NO NO NO NO WHO PROVIDES: SUPPLY AIR SENSOR GRID / TRANSDUCER / LOCAL DISPLAY? NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APP CABLE NO NOT APPLICABLE NO NOT APPLICABLE NO NO _NOT 'APPLICABLE NOT APPLICABLE DISCHARGE CONFIGURATION (END, TOP, BO 0 BOTTOM BOTTOIVI BOTTOM BO M BOTTOM BOTTOM BOTTOIVI SOTTO BOTTOM DISCHARGE OPENING SIZE (H W OR FT2) 18"x12" 1 x12" VARJABLE FREopps!tcy.pRiv. PROVIDED BY N/A CODE REQUIRED ELECTRICAL OUTLET PROVIDED BY N/A N/A CONTROLS CON OL METHOD FACTORY CONTROL PANE REQUIRED CONTROLS NTERFACE / PROTOCOL ACOUSTICAL & SEIS IC UNIT SUPPORT ISO ON REQUIREMENTS DUCT CONNECTION ISOLATION] REQUIREMENTS DOCUMENTED FACTORY SOUND TESTING OF ALL UMTS TO BE INCLUDED SOUND POWER BY OCTAVE BAND (RE 10E-12 W), (INLET / OUTLET / RADIATE Dy 63 HZ 125 HZ 250 HZ 500 HZ 1000 HZ 2000 HZ .4000 Z 8000 HZ QUANTITY OF SEISMIC A ACHMENTS (PER uNm TO STRUCTURE MANUFACTURER'S CERTIFICATE OF COMPLIANCE NCLUDED PER IBC 1708.4 1 PROJECT SPECIFIC NOTES TO BE DETERMINED. DIRECT REFRIGERANT EXPANSION (DX COOLING COIL DES GN DX COOLING SUPPLY AIR F OW (CFM) 1,600 CFIVI 1,600 CFM 2,000 CFM 2,000 CFM 1,200 CFM 1,600 CFM REFRIGERANT TYPE USED IN COIL: DESIGN DX COOLING COIL EN 80/67 0/67 80/67 80/67 80/67 80/67 4,000 CFM 80/67 200 CFM 2,400 CFM R OA 80/67 R -410A 80/67 DESIGN DX COOLING COI EAVING AIR DRYBU B TEMPERATURE Cf) 60.2 60.2 57.9 57.9 59.7 60 58 59 7 57.6 DX OOLING COIL DESIGN COOLING GROSS TOTAL / SENSIBLE (MBH) HEATING GAS FIRED 47.6/34.22 47.6/34.22 61.9/47.7 47.6/34.2 35.7/26. 8.1 FURNACE TYPE (ATMOSPHERIC, CONDENSING, DIRECT FIRED) DESIGN GAS FURNACE HEATING SUPPLY AIR FLOW (CFM) 1,600 CFM 1,600 CFM 1,600 CFM 1,600 CFM 10 0 CFM 2,000 CFM DESIGN GAS FURNACE ENTERING AIR DRYBULB TEMPERATURE (°F) 60 60 70 70 70 70 DESIGN GAS FUR CE LEAVING AIR DRYBULB TEMPE RE (°F) 115 104 97.3 97.3 1,200 CFM 70 116 ,600 CF 4,000 CFM 1,200 CFM 2,400 CF 70 70 70 104 104 116 92.8 GAS FURNACE DESIGN MBH OUTPUT (MBE!) 100 100 59 59 59 59 59 59 180 59 5 TURAL GA PIPE SIZING PEAK INPUT FLOW (MBH OR CFH) 125 MBH% 125 BH% 72 MBH 72 MBH 72 MBH 72 BH 72 BEI 72 MBH 150 MBH MBH 72 BH SIZE OF EACH GAS CONN. (IN; NPS) EXIST DIST 1/2" 1/2" ELECTRICAL QUANTITY OF AIR HANDLER ELECTRICAL CONNECTIONS 1 POWER IRING INSIDE AIR HANDLERS OR BETWEEN SECTIONS Y VOLTAGE / PHASE (EACH CONNECTION) MANUFACTURER 460/30 MANUFACTURER 460 (D MANUFACTURER 460/30 MANUFACTURER 460/30 460/30 1 MANUFACTURER 460/30 1 1 MANUFACTURER 460130 MANUFACTURER 4 0/30 MANUFACTURER 460/30 MINI 'CIRCUIT AMPACITY (MCA, A 10.7 10.7 13 13 10,2 10.7 23.3 10.2 17 FS) CALCULATED MINIMUM SHORT CIRCUIT CURRENT RATING (SCCR) 15 MOCP 5 kA 15 IVIOCP 5 kA 20 MOCP 5 kA 20 MOCP 5 kA 15 MOCP 15 IVIOCP 30 MOCP 15 MOCP 25 MOCP ALTERNATE POWER SOURCE REQUIRED NONE NONE NONE NONE 5 kA NONE 5 kA NONE NONE 5 kA NONE 5 kA NONE CONTROL POWER TRANSFORMER PROVIDED BY MANUFACTURER (N/A OR VA) YES YES YES YES YES YES YES YES YES (STARTERS VMS) DESCRIBED ABOVE PROVIDED BY NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT AP P LICABLE NOTAPP CABLE NOT APPLICABLE NOT APPLICABLE DISCONNECT(S PROVIDED BY ELECTRICAL ELECTRICAL ELECTRICAL ELECTRICAL ELECTRICAL ELECTRICAL ELECTRICAL ELECTRICAL ACOUSTICAL & SEISMIC SOUND POWER BY OCTAVE BAND (RE 10E-12 W) (INLET / OUTLET / RADIATED): NOTES: 63 HZ 125 HZ 250 HZ 500 HZ 1000 HZ 2000 HZ 4000 HZ 8000 HZ 79.8/82.7/84. 63.2/66.9/76.5 7 69.3/78.1/76.3 65.0/69.9/72.5 48.7/62.2/61.8 48.7/62.2/61.8 54.5/57.3/71.3 42.0/53.4/63.9 66.5/714/73.3 1 PROJECT SPECIFIC NOTES TO BE DETERMINED. FAN SCHEDULE DESCRIPTION UNIQUE TAG # EF -1 EF -2 EF -3 LOCATION OF FAN (ROOFTOP / ROOM NAME / PLAN GRID COORDINATES) ROOFTOP L COMPRESSOR ROOM L1 NORTH RESTROOM SCOPE QUA FIER (PROJECT P SE, FUTURE, ALTERNATE, ETC) NEW NEW NEW BLADE TYPE (PROP 4 I / FC / PLUG / MIXED / DIAMETER) BACKWARD INCLINED 600T 600T DRIVE 'TYPE AND HOUSING (BELT / DIRECT ; CABINET / SIMI/ NLINE CW / CCW ) DIRECT DIRECT DIRECT CONTROL OF FAN (VARIABLE SPEED / CONSTANT / STAGED ARRAY) TIME CLOCK TI E CLOCK TIME CLOCK AREA OF BUILDING / SYSTEM SERVED L2 ANITOR AND BREAK Li COMPRESSOR ROOM L1 NORTH RESTROOM MANUFACTURER DATA STATUS (AS PROPOSED, AS APPROVED, AS BUILT) AS PROPOSED AS PROPOSED AS PROPOSED 24 x24 12x12 24X12 10X10 MODEL NUMBER (iNqL. CLASS, ARRANGEMENT ROTATION HERE APPLICABLE) G -085-D SQ -95-0 SP -B150 MATERIALS OF CONSTRUCTION (UL 762 GREASE / SPARK RESISTANT / ENAMEL P, ALUMINUM T -BAR T AR IS DAMPER PROVIDED BY MANUFACTURER? GRAVITY BACKDRAFT, MOTORIZED) NONE NONE NONE MATERIAL ALUM ALUM ALUM FAN MOTOR EFFICIENCY (BY NEMA STANDARD MG -1 %) STAND D STANDARD ST DARD PHYSICAL. DIMENSIONS LENGTH x WIDTH x HEIGHT (IN.) 22"x16" 18'5(18"x16" 14"x15"x7" INLET / OUTLET DIMENSIONS (IN.) 10"x10" 12"x12" 6" DIA ACCESS & SERVICE CLEARANCE (FRONT / REAR / LEFT / RIG / TOP IN) TOP BO"ITOM OTTOM OPERATING WEIGHT (LBS 19 43 26 PERFORMANCE DESIGN MAXIMUM ROUTINE AIRFLOW PER FAN (CFM) 250 300 75 DESIGN COND ON (NON-STANDARD ELEVATION / AIR TEMPERATURE HUMIDITY) STANDARD STANDARD STANDARD DESIGN TOTAL STATIC PRESSURE (MAX FLOW "W.C. / MIN FLOW "W.C.) 0.5 0.5 0.75 DESIGN FAN SPEED (MAX FLOW RPM / MIN FLOW RPM) 1550 1550 1050 DESIGN FAN BRAKE HORSEPOWER (BHP) 0.06 009 129 W ELECTRICAL DATA POWER RATING OF MOTOR PROVIDED MHP) 1/20 1/8 129 W STAR R PROVIDED BY ELECTRICAL ELEC CAL ELECTRICAL DISCONNECT PROVIDED BY ELECTRICAL ELECTRICAL ELECTRICAL CODE RE UIRED ELECTRICAL OUTLET PROVIDED Y NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE SOUND POWER AT DESIGN CONDITION (RE 10-12W) PER ARI 370-2001: FOR 63 Hz BAND (INLET, dB): 73 79 59 FOR 125 Hz AND (INLET, dB): 75 78 64 FOR 250 Hz AND (INLET, dB): 71 72 61 FOR 500 Hz BAND (INLET, dB): 62 65 61 FOR 1000 Hz 'BAND (INLET dB): 58 59 60 FOR 2000 Hz BAND (INLET dB). 55 49 53 FOR 4000 BAND (INLET dB): 48 69 49 FOR 8000 Hz BAND (INLET dB): 43 38 44 r 1 PROJECT SPECIFIC NOTES TO BE DETERMINED. RETURN/EX UST/TRANSFER AIR GRILLE SCHEDU E BASIS OF DESIGN -SCHOE AKER 700 MA DEVICE TYPE EGGCRATE BAS1 OF DESIGN - SHO AKER MODEL NO. 600T 600T 600T 600T 600T 600T 600T RUNOUT SEE UNLESS NOTED OTHERWISE ON DRAWINGS) 100 - 10" RD. 12" RD. 16 RD. 18" RD. 20" RD. MAXIMUM CFM 1200 2400 350 600 1200 800 2400 24 x24 12x12 24X12 10X10 12X12 MOUNTING (PROVIDE FRA E SUITABLE FOR CEILING TYPE) 1 T -BAR T -BAR T AR T AR T -BAR T -BAR T-8AR MATERIAL ALUM ALUM ALUM ALUM _ ALUM ALUM A LU M PROVIDE PLENU OR TRAN ITION TO RECTANGULAR - - YES YES YES YES YES PROV E F E FOR DUCTED APPLICATION NO NO YES YES YES YES YES PROVIDE OPPOSED B DE DAMPER NO NO N 0 NO NO NO NO PROVDE TANDARD 26 H FINISH YES YES YES YES YES YES YES CEI ING SUPPLY DIFFUSER SCHEDULE BASIS OF DESIGN -SCHOE AKER 700 MA 700 A 700 A 700 A MA SUPPLY SUPPLY SUPPLY BASIS DESIGN -SHOMAKER 5034 SD34 MAX1MU CFM 100 210 375 600 2 0 NECK SIZE 6x6 8x8 10x10 12x12 8x8 FACE SIZE 24 x24 24 x24 24 x24 24 x24 12x12 24X12 10X10 12X12 BORDER PE MATERIAL STEEL STEEL MA RIAL STEEL STEEL STEEL STEEL STEEL SHEET ETAL QUARE TO ROUND -TRANsmow YES YES YES YES YES ,PROVIDE PROVIDE STANDARD 26 HITE FINISH YES YES YES YES YES SIDE AL SUPPLY REGISTER SIZING C T DEVICE PE REGISTER SERVICE SUPPLY SUPPLY SUPPLY SUPPLY SUPPLY BASIS DESIGN -SHOMAKER 5034 SD34 5034 931 931 RUNOUT SIZE 12" DIA 6" IA 20" DIA FLAT F T MAXI U CFM 500 800 800 300 500 FACE SIZE NECK SIZE 20X10 24X12 24X12 10X10 12X12 MATERIAL STEEL STEEL STEEL STEEL STEEL PROVIDE DOUBLE DEFLECTION DISCHARGE GRILLE YES YES YES YES YES PROVIDE FRA E FOR FLAT SURFACE MOUNT YES YES YES YES YES PROVI E OPPOSED BLADE DA PER YES YES YES YES YES -PROVIDE STANDARD #26 WH FINISH YES YES YES YES YES NOTES: 1. MODULAR CODE DIFFUSERS USE 4-WAY'THROW PATTERN UNLESS SHOWN OTHERWISE ON PLANS. 2. PROVIDE OPPOSED BLADE DAMPER WM-I UNIT WHERE SHOVVN ON PLANS. Vki3•- (p REVIEWED FOR PODE COMPLIANCE APPROVED APR 0 3 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 9 2013 PERMIT CENTER e Of YIN' OUllang SEATTLE 5005 3RD AVENUE S PO 80X 24567 SEATTLE, WA 98124 1-800-669-6223 PORTLAND: 12021 NE NRPORT WAY 503-131-0234 PORTLAND, OR 97220 PROJECT OMNICARE TI HVAC 12674 GATEWAY DRIVE TUKWILA, WA 98168 REGISTRATION: NO DATE DESCRIPTION 3-13-2013 PERMIT SET McKINSTRY DESIGNED BY. D. HOLTAN DRAWN BY: M. HEDRICK JOB NUMBER: 1980 DATE: 3-13-2013 SCALE: SHEET TITLE: SHEET NUMBER AS SHOVVN M70