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HomeMy WebLinkAboutPermit M14-0198 - BOEING #9-08 - COOLING TOWERSBOEING #9-08 9725 E MARGINAL WAY S M14-0198 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov MECHANICAL PERMIT 5624201032 Permit Number: M14-0198 9725 E MARGINAL WAY S BLDG 9-008 Issue Date: 11/10/2014 Permit Expires On: 5/9/2015 Project Name: BOEING #9-08 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BOEING COMPANY THE PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 CONNIE HARDIN Phone: (206) 250-4530 4600 S 134 PL , SEATTLE, WA, 98168 HOLADAY PARKS, INC. PO BOX 69208 , SEATTLE, WA, 98188 HOLADP1379N0 Phone: (206) 248-9700 Expiration Date: 9/3/2015 DESCRIPTION OF WORK: REPLACE (2) EXISTING COOLING TOWERS WITH (2) NEW TOWERS WITH EQUIVALENT HEAT REJECTION CAPACITY. REPLACE (2) 20,000 CFM MAKEUP AIR UNITS WITH CONDENSER WATER HEATING COILS WITH (2) 200,000 CFM MAKEUP AIR UNITS WITH VARIABLE SPEED FAN MOTORS AND CONDENSER WATER HEATING COILS. REPLACE (3) EXISTING CONDENSER WATER CIRCULATION PUMPS WITH (6) PUMPS WITH VARIABLE SPEED DRIVES. Valuation of Work: $471,000.00 Type of Work: REPLACEMENT Fuel type: ELECT Fees Collected: $5,183.24 Electrical Service Provided by: SEATTLE CITY LIGHT Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: Permit Center Authorized Signature: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Date: ((//O/j6` I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this developmeyrtpermit end agree to conditions attached to this permit. Signature: Print Name: l�D� ✓l i -P rc r.1 Date: / This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 2: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 3: Readily accessible access to roof mounted equipment is required. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: 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). 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: ***MECHANICAL PERMIT CONDITIONS*** 8: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 9: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: ***FIRE DEPARTMENT PERMIT CONDITIONS*** 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: 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 #2437) 14: 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) 15: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2437) 16: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2437) 17: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2437) 18: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 19: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1400 FIRE FINAL 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0705 REFRIGERATION EQUIP 0701 ROUGH -IN MECHANICAL 0702 SMOKE DETECTOR TEST CITY OF TUI(WL_ . Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:/%www.Tukwila WA. gov Mechanical Permit No. Project No. Date ,Application Accepted: V , Datd Application Expires:' O t �," (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** SITE LOCATION Site Address: Tenant Name: 9725 East Marginal Way South The Boeing Company Ki Co Assessor's Tax No.: 562420103201 "LeSuite Number: PROPERTY OWNER Name:# t 0.6\1&,94t_44, Addre X si 0 MIC n `00 City erf ` lJ� State: CONTACT 'PERSON — person receiving all project communication Name: Address:t 1 600 S ,3 City: GL� t State: Phonu 40 Li.. Fax: 240 2 ('i 7vU Emaillb W v t-e •\ e vo\ 111(1 New Tenant: Floor: ❑ Yes ® ..No MECHANICAL CONTRACTOR INFORMATION Company Name: , i p Address:( 600 S PI Cit3e.Thecxdk State:, D Z Phone201 201.636 36 Fax: iv z4 g 740 Contr Reg N A p 4 Nli p Date4_ 2.101 s---- Tukwila Business License No.: Valuation of project (contractor's bid price): $ Describe the scope of work in detail: Replace (2) existing cooling towers with (2) new towers with equivalent heat rejection capacity. Replace (2) 20,000 CFM makeup air units with condenser water heating coils with (2) 20,000 CFM makeup air units with variable speed fan motors and condenser water heating coils. Replace (3) existing condenser water circulation pumps with (6) pumps with variable speed drives. Nil, o7ro. Use: Residential: New ❑ Replacement ......... ❑ Commercial: New ❑ Replacement Fuel Type: Electric Gas ❑ Other: H:\Applications\Forms-Applications On Line`.2011 Applications \Mechanical Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 2 Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Furnace >100k btu Floor furnace Suspended/wall/floor mounted heater Appliance vent Repair or addition to heat/refrig/cooling system Air handling unit <10,000 cfm Unit Type Qty Air handling unit >10,000 cfin 2 Evaporator cooler Ventilation fan connected to single duct Ventilation system Hood and duct Incinerator — domestic Incinerator — comm/industrial Unit Type Qty Fire damper Diffuser Thermostat Wood/gas stove Emergency generator Other mechanical equipment 8 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 buildingofficial 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 Intemational 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. BUILDI ENT: Signature: Date: Print Name: 11 a • Mailing Address: U 1p()0 I Pi Day TelephoneZO(7 LSZ c t qw,v City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Mechanical Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 2 DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT I QUANTITY I PAID 1.86A610 M14-0198'' Address: 9725 E MARGINALWAY S BLDG 9-008, n: 5624201032 $4,186.4' MECHANICAL $3987.10 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $32.50 PERMIT FEE R000.322.100.00.00 0.00 $3,954.60 TECHNOLOGY FEE $199.36 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3520 R000.322.900.04.00 0.00 $199.36 $4,186.46 Date Paid: Monday, November 10, 2014 Paid By: HOLADAY PARKS Pay Method: CREDIT CARD 02739G Printed: Monday, November 10, 2014 12:23 PM 1 of 1 ClIWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID 140191 ress ,9' 5SMARGIN Y S BLDG 9 00 56242010 $996:�7 MECHANICAL $996.78 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R3358 R000.322.102.00.00 0.00 $996.78 $996.78 Date Paid: Tuesday, October 21, 2014 Paid By: HOLADAY PARKS FAB INC Pay Method: CREDIT CARD 00272G Printed: Tuesday, October 21, 2014 3:00 PM 1 of 1 C( SYSTEMS NSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 438-9350 ) Project , ts (., q -- (:)&-- Type Type of Inspection: , __,__ ,14,<p ,s(A.0( _D OW Address; cri9_ t I- 114/116 0 AI Al Date Called: Aik 0,-e AN .- r, ,AJ /q--- Special Instructions: Date Wanted: Lir: — / 7- - / ¶ P*rn• Requester: Phone o; —.-442-5 ii Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: fr c,A04 r.LAJO e71) Inspector: Date: E REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be "-- paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. A4(44 PERMIT NO. INSPECT N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit Project; 'Type i 61 -og of inspection: 5 ktoy.c _ stAJT DOLA3NI, Addfe:,..., , l'r I L) f...,. t)tA AN4,-- Date Called: k.Di )(,-1\) fI1104 1--- Spedat Instructions: O.- Uj/-i--( R.6.-. Date Wantec: ) S. p.m. Requester: NA , /K Phone No: &(),-.44 5 -- 2_5 I) DApproved per applicable codes. Corrections required prior to approval. COMMENTS: OK 1.k-,e__&-t-M1/44) eJlE.9,61.4,-8 ()L.. 19, (\ Med A 1 aDOM 1-0 ,-. oi< c.ot_XAtoTh,itrs PutFeAa,C: / t ) (-6:..1 to, & ‹,1,...,)X -I) b v0 t4 - R-tiONPL 0 (2) Me.an .-ci --ek reAJi--e._s i4A01.ze. ku-r- -Dovid M RY7 A-Vt 6) ins Octal': Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Ceti to schedule reinspection. INSPECTION RECORD Retain a copy with permi INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: , Type of Inspection: --.1r\ini....- Atdfe_s):,)6 _--- (/1 AZO NAL Date Called: W-dk (-- Special Instructions; BLt I I( 9 -(xt) Date Wanted: - a.m. Reques er: Phone No: Approved per applicable codes. COMMENTS: ElCorrections required prior to approval. '<wk. >Id s)/ r,C; 1-O icja efie //:Aj u4/ inspector: Date: 212. V/V 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) 436-9350 ivit4o(oq Project t, q._0,c A6/ Type of Impection:_ . --- / . Address: (); il 2—* 6. MA-r&:MAL Date Called: — Special Instructions: Date WantedI : —/ -5-- Requester: Phone No: ... ' 6 .4-Aq5 is-7/ I:Approved per applicable codes. EJCorrections required prior to approval. COMMENTS: nspctor: Dare/2 14 REINSPECTION FEE REQU)RED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedute reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: MM Type of Inspection: -7z---,./4 Address: l Suite #: 77c �-'-00e Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: rev7,040 1d/0 51 /14 *74 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,,s"? 7-z____ Date: th1/23— Hrs.: f. O $100.00 REINSPECTION FEE REQUIRED.. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION. RECORD Retain a copy with permit INSPECTION NUMBER o /9. PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Type of Inspection: CA Project- .,--V-D:ai. - I 1'1 .0-‘.-- Address: 147- Suite #: 7U Z5 j ., 7/ v if , ' —0 8 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ---- fT — s Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector.�� -- � '�� Date: //,' - "Hrs.: / U fir_/ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: - Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 -DCI E n G I n E E M 5 Fd Seattle Portland 0E' Spokane 2 San Diego 2 Austin Irvine -8 Eugene San Francisco Anchorage nut copy BOEING 9-08 BUILDING SEATTLE, WA STRUCTURAL CALCULATIONS ANCHORAGE OF ROOFTOP UNITS AND PUMPS PERMIT OCTOBER 17, 2014 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 3 2014 City of Tukwila BUILDING DIVISION DCI Project 14011-0455 RECEIVED CITY OF TUKWILA OCT 21 2014 PERMIT CENTER 818 Stewart Street, Suite 1000 Seattle, Washlfigton 98101 Phone (206) 332-1900 Service Innovation Value Seattle o Portland Spokane tSan Diego cAustin Irvine Eugene }San Francisco Anchorage October 17, 2014 Holaday Parks, Inc. Attn: Max Greenheck 4600 S 134th Place Seattle, WA 98168 Re: Boeing 9-08 Mechanical Equipment - Structural Support Dear Max: Holaday Parks is replacing existing rooftop mechanical equipment and ground floor pumps at the Boeing 9-08 building in Tukwila (Seattle), WA. DCI received structural drawings of the existing framing for the building on October 3rd and also received cut sheets for the new units and pumps. There are four (4) units being replaced on the building's roof. Two cooling towers weighing 16,050 Ib will replace two existing units of unknown weight. The cooling towers will be located on an existing platform built to support them. Two other rooftop mechanical units will be located on platforms built to support them. The new units weigh 6,250 Ib while the existing units only weigh 5,000 Ib. DCI has found that the existing framing is sufficient to support these new units. Please see the attached sketch SSK-1 for the attachment of the new units and cooling towers to the existing framing. The pumps which are being replaced are located on housekeeping pads on the ground floor. They will bear on 1 inch thick neoprene pads with anchor bolts through to the concrete pads below. See attached sketch SSK-2 for the attachment of the pumps to the concrete pad. Sincerely, DCI Engineers ta,ikko Mathew Wies P.E., S.E. Structural Project Manager Enclosure: Structural Calculations, SSK-1 & SSK-2 818 Stewart Street, Suite 1000 Seattle, Washington, 98101 Phone (206) 332-1900 Service Innovation Value DCI EflGI LEERS Project No. Sheet No. Project 4/0fr 2 is Subject /Lice'i9% /A /4,00A 6 ow-- / 0/0 CJ/v/T S COclxIcC//04) Date B v C.06L//06. 010116 / k cz' (E) co,uvL iToN �4 �iYP Th�o 6y /ti vT. (h4/?•v Coot,/ AiCp S("s( /a'/' /eP Olt Rcoi= d<z 4i A:41/7,? 660/.,(A C)io' . Cory,Q6.c j7'o' J .- c a NTS DCI Project No. Sheet No. E n G I n E E R 5 Project Subject C 4/Q%, %4/-de h' i /-'t9/1.4,3 ()iu.j S COAAAAS c170AJ ow Date By % 1P l 'yid Cyuick.bo// ( ye /.(-o eo,Uc2E,•/Z2) Me✓> (`') COW C& S i' ire is«x A% A)/ti,P CQ. ',t9 c7? Q'v,s G-, 8Q g3 4 V3 _1 /1. ZO " Cie ) ;PRT FOR :XHAUST FAN :F-4 !7Y4! /st-49-7404.M ?c 2. 20'-0" cA `HANDLING iFAN UNIT AHU-2 BASE , 26.# Lo93/ 'kJ(' Pet. lyw a TY? Au9Tp-o4 i 5=1 i set& 4, .suppoar 4.4906 (10M9t.) Y A 4 °5* # f /761) 41 / isc = /pk /rat otisrlly RG1 13 36' 20'-0" 2 SPRT FOR s=22a2SMOKE FAN SF-2 ,5'-10", 5'-9" — Us-s!/ 6 .Z° .C6 > Lbcys �Joi £,cVc¢N AL?..5 COOLING TOWER 2'-3" COOLING T;NER RG1 20'-0" 10'-3" COOLING 'TOWER 1 1 SPRT do WALKWAY o1 FOR COOLING o, TOWERS CT-3, 4-5 a MATCH LINE Coo1j.vG, v#J,; /6oSo.66s Gr4chi j 1,4eS 6.0 vcL?rV s. 2 4c?s/6.4.3 411:X►c L Rk-:FI24 S6-.A V1110 /.c.) G51CGs /i/6,077 A) Canti,tlb Up1 .Acf9,CJ s-z 20'-0" 20'-0" 0 20'-0" 20'- I RG1 RB9 `1 RG1 RG1 ' 1 SPRT FOR 2 L s-42 AR HANDLI G s-2 .U IT AHUt PRT FOR °° 2 1 XHAUST FAN Ei S-222 SS- 2 1EF-1I z_ 5'-2" RB5 m\ /'v\ -RB5 n 03 cc C. HANDLING UNIT 3'-10" I AIR HANDLING UNIT CL FAN RB3 S- ROOF SLA FOR FRAMING o SEE ,NORTH P1 0 FLOOR FRAMIN /RG4 (179'-6 -I- I 1 i r m m RG1 — 3'-7 1 /2" 8'-0" 5'-10" q. FAN Mre1917'U4 CW'I ',""r COO Z14.) Ca U/U!T .S GO Vag-eiti i.D4=6! (A) yi:,4174/ (. O.vij X -' ?Z,S21U /BP lit.),SP6: cf"(a 4-) A S 20.-0" ler-M91 t4bmi ,cot 1 4.404,s,tinz-A, TYP 0 INTERMEDIATE ..elkIM COLUIANS (MCI) V3PP HD BEAMS 8 s-41 5-41 TYPn\ s-4t0-41 2.-3' 10'-3" COOLING .2.-0' .0 WALK THRU j TONER COOLING TONVI 1.-4' .1 0 LADDO STRINGERS 3/8 • 1 LADDER, TYP r" COOLING TONER 12'-0" Mi32 SIM .401,0PP HD A Air c I S-1.11S-41 I 1.-10 1/2' 3-10 1/2' 3-10 1/2' L3X3X 4'-3' 3-10 1/2" '2‘-3" W-7 1/2' s-T-42 ,,-PIPE 1 1/2" STD POST TYP, 0 EV-0' MAX SPACING PIPE 1 1/2' STD RAIUNGS & --jk"- TOE BOARD, TYP 01 S-I.S.741 r-STL GRATING / 3/4' X 1/8" BEARING /BARS 0 1 3/16" O.C. W/CROSS BARS 0 4' O.C. TYP I IAB2 , 6" 3'-9. 6' 2'-6' .3-10 1/2' 3-10 1/2' 3-0' I-2.-10 1/2' eg) otiti-rg IIoS© 46.s ex)1,-.& f7O1&7 (2 2 .2 spc./6 0‘99,0 Av—S CP> A CAP PL 1/2" PL 3/8 BOS1/4 D ' TYP/1/4 . s} STIFF t) PL 3/8" -V - TYP '--54 Cmir% /6o5o .46 S 2" MAX 4" GAP 3 n U COOLING TOWER "4TOS 183= MB1 (CONT) (2) 3/4"0 A325 BOLTS 3/4"0 I�(� A325 BOLTS TYP PL 3/4 X 7 X 0'-7 TYP LA AssuMed rigSs)Celit 106,1 tD �,, (o�dl7 2'- 1 3 4" U (2) 3/4" 0 A325 BOLTS TYP L6X3 1/2 X 5/16 X O'-3 1/2" TYP r �A 1 -M61 i ' RB9 R89 t N19'-O" SECTION (14- 1-.1.—o- TYP T&8 FLNG GRATING 2/zs 0/--M62 CAP PL 5/16 3/16) N. 2) 1 /2"0 A325 BOLTS TYP COMPOSITE ROOF SLAB !PePiv,t)L. 49ev/1ce 7 c 4 1=0QfY S-c./7DA) 1ROOF TOS EL" -'"179 6.'1/2". tiffs GN,r c.►L 1(t/j- 6sao 4 s 0 MU- • 0 AHD-2 t , gT =. gi q pR HlNOLRRG MS MU-1 & ANU-2 1iE . 6..-.`..-/` 4:-73/47..:.../.`4'`73M____._6• _ 01.. . : MB3 1 I1B3 MC2 T/ LIC2 Al 0 0 MD3 {TOS El. 1S3'-11') -` • LAC2 MAX WEIGHT CAPACITY 451( )y)E LMIENSIONS SMALL BE VERIFIED W/ EOUIPT In BEFORE DETAILING STEEL AIR HANDLING UNIT SUUORT PLAN S*17 SCALE: NO SCALE COILPOSOE ROOF SLAB.: B!)iE: VERWY DIMENSION W/ FAN& ISOLATOR MANUFACTURER BEFORE DETAILING STEEL o/u/% iP4.4 /cd e' -RR 0 SF-1. SF-2, & EF-1 i' (R09 & MC3 BASE R ORIENTATED 9D IN RAN AS SHOWN 0 EF-2. EF-3 & EF-4) ` • (2) WO A323 BOLTS ) CODES AND SPECIFICATIONS B. C. D. E. F. G. H. UNIFORM BUILDING CODE-1985 EDITION AMERICAN NATIONAL STANDARDS INSTITUTE - ANSI A58.1 - 1982 ACI 318-83 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE CRSI MANUAL OF STANDARD PRACTICE - LATEST EDITKNV AISC MANUAL OF STEEL CONSTRUCTION - EIGHTH EDITION AWS STRUCTURAL WELDING CODE - ANSI/AWS D1.1-86 FACTORY MUTUAL ENGINEERING DIVISION STANDARDS AMERICAN SOCIETY FOR TESTING MATERIALS (ASTM) DESIGN CRITERIA A. VINO LOAD 1. EXPOSURE C 2. BASIC WAND SPEED - 80 MPH WIND UPLIFT LOADS AT ROOF (APPLIED TO ROOF FRAMING) CASE A CASE B PET UPLIFT ON FRAYING NET LPUFf 011 FRAMING 8. SEISMIC LOAD V = ZIKCSW = TOTAL LATERAL FORCE AT BASE BRACED FRAME WITH VERTICAL LOAD -CARRYING SPACE FRAME Z = 0.75 FOR ZONE 3 I - 1.0 ''" K=1.0 CS = 0.14(MAX) C. SNOW LOAD 1. UNIFORM.LOAD�' .25 PSF' 2. *PROVISTON'FOR'SI(OW DRIFT HAS BEEN MADE PER ANSI A58.1 - 1982. SEE SKETCHES BELOW FOR TYPICAL DESIGN LOADS. D. DRIFT AT PARAPET FACE OF PARAPET 8'-0" 3. HIGH STRENGTH GROUT MIX FOR AUGERCAST PILES SHALL DEVELOP A MINIMUM rc = 4000 PSI AT 28 DAYS. PROVIDE A MINIMUM OF 10 SACKS OF CEMENT PER CUBIC YARD OF GROUT. 4. SUBS ON GRADE SHALL BE PLACED ON A VAPOR BARRIER OVER A MINIMUM OF 18 INCHES OF COMPACTED FILL 111TH THE TOP 6 INCHES CONSISTING OF CLEAN SAND AND GRAVEL OR CRUSHEO ROCK CONTAINING LESS THAN 5 PERCENT FINES BY WEIGHT. 5. FOUNDATION WORK WILL BE MONITORED BY A SOILS ENGINEER, HIRED BY OWNER. FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY SOILS ENGINEER PRIOR TO PLACING CONCRETE MATERIALS A. STRUCTURAL STEEL 1. STRUCTURAL SHAPES AND PLATES SHALL BE ASTMxA36. STRUCTURAL TUBES SHALL BE ASTM A500 GRADE B . 2. FABRICATION AND ERECTION SHALL COMPLY WITH RISC SPECIFICATIONS. 3. SHOP DRAWINGS OF AU. STRUCTURAL STEELWORK SHALL BE REVIEWED BY THE ENGINEER PRIOR TO FABRICATION. 4. STEEL MEMBERS SHALL BE GIVEN ONE SHOP COAT OF APPROVED PRIMER. SURFACES TO BE EMBEDDED IN CONCRETE, FIREPROOFED OR FIELD WELDED SHALL NOT BE PRIMED. 5. SURFACE PREPARATION FOR PRIMING SHALL CONSIST OF RUST AND SCALE REMOVAL BY POWER TOOL CLEANING. SURFACES TO BE PRIMED MUST BE DRY, FREE OF DIRT, OIL, GREASE, OR OTHER FOREIGN MATTER. B. STRUCTURAL AND MISCELLANEOUS STEEL CONNECTIONS 2. 3. 4. bri et c. sA dA) t4044I.V tw 37t AsF useo 1111011ii111111iiimui�N4?iri AArka47av S 1. ASTM A325-F HIGH STRENGTH BOLTS SHALL BE USED IN ALL STRUCTURAL CONNECTIONS, UNLESS NOTED OTHERWISE. INSTALLATION SHALL BE IN ACCORDANCE WITH AISC SPECIFICATIONS PROVIDE EACH BOLT VAN ONE HARDENED WASHER, ONE LOAD INDICATOR WASHER, AND ONE HEAVY HEX NUT, UNLESS NOTED OTHERWISE. BEAM AND ORDER CONNECTIONS SHALL BE MADE WITH DOUBLE FRAMING ANGLES, SIZE L4X3X5/16, UNLESS NOTED OTHERWISE CONNECTIONS OF BEAMS AND GIRDERS TO COLUMNS SHALL INCORPORATE 3/16 INCH OVERSIZE BOLT HOLES (IN THE COLUMNS ONLY). ANCHOR BOLTS SHALL BE ASTM A307 OR A36, UNLESS NOTED OTHERWISE. 6. COLUMN ANCHOR BOLTS SHALL BE FURNISHED WITH TWO HEAVY HEX NUTS AND 1140 WASHERS EACH BOLT UNLESS NOTED OTHERWISE 7. WELDS SHALL BE AS INDICATED ON THE DRAWINGS AND SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS AND AISC SPECIFICATIONS. ELECTRODES SHALL BE E-70 SERES. DRIFT AT PENTHOUSE WALLS FACE OF PENTHOUSE WALL 'Few:" As1s 4o9oS 0464=50 fr 0 25 PSF Illllluumuuuimiiuumunmiuiiu� FLOOR AND ROOF LIVE LOADS 1. FLOORS 2. PENTHOUSE FLOORS AND ROOF CORE AREAS BETWEEN COLUMN LINES C TO D AND 4 TO 17. 100 PSF, NON -REDUCIBLE (A PARTITION LOAD OF 20 PSF IS INCLUDED IN DEAD LOAD) 125;PSF',OR' EQUIPMENT WEIGHT., WT4CHEVER.IS'GREATER 1 3, STAIRS 100 PSF, NON -REDUCIBLE 4. LOADING AREA AASHTO H-20 TRUCK WHEEL LOAD E. SOILS DATA AND FOUNDATIONS 1. REFERENCE "REPORT OF GEOTECHNICAL ENGINEERING SERVICES FOR THE DCA 640 BUILDING AREA' BY GEDENCINEERS INCORPORATED, GATED DECEMBER 1, 1966, AND "REPORT, ADDITIONAL GEOTECHNICAL ENGINEERING SERVICES, 9-08 OFFICE BUILDING" BY GEOENDNEERS INCORPORATED, DATED AUGUST 23, 1988. 2. 18" DIA AUGERCAST PILE PENETRATING 40 FT. BELOW FINISH FLOOR ELEVATION SHALL PROVIDE 45 TON CAPACITY FOR DL+ LL(55 TON CAPACITY FOR DL+ LL+ SEISMIC),20 TON CAPACITY AGAINST UPUFT, AND LATERAL CAPACITY OF 6.5 TONS PER PILE. THE ABOVE CAPACITIES APPLY TO SINGLE PILES. FOR PILES WITHIN GROUPS SPACED AT LEAST 3 PILE DIAMETERS ON CENTER , NO REDUCTION FOR PILE GROUP ACTION SHALL BE REQUIRED. 8. PROVIDE LONG SLOTTED HOLES AT GIRT CONNECTIONS FOR FIELD ADJUSTMENT RANGING FROM 1 1/4 INCH INWARD TO 1/4 INCH OUTWARD, UNLESS INDICATED OTHERWISE. DIAGRAM OF SLOTTED HOLE: 3/32" RAD 1/4"4 1 1/4" BOLT C. OPEN WEB STEEL JOISTS AND JOIST GIRDERS 1. SHALL BE OF SIZE AND TYPE AS NOTED ON DRAWINGS AND SHALL CONFORM TO STANDARD SPECIFICATIONS AS ADOPTED BY THE STEEL JOIST INSTITUTE AND THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. ALL NECESSARY BRIDGING AND FASTENERS SHALL BE PROVIDED WITH THE STEEL JOISTS. 2. ROOF JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE NET UPLIFT SHOWN IN CASE A & CASE B WINO UPLIFT LOADS. CASE A & CASE B LOADS ARE NOT CONCURRENT. THESE NET UPUFTS ACCOUNT FOR THE WEIGHT OF THE ROOF DECK AND BUILT-UP ROOFING,BUT D0 NOT ACCOUNT FOR THE WEIGHT OF THE JOIST. D. CAST -IN -PLACE CONCRETE 1. CONCRETE SHALL DEVELOP A MINIMUM rc = 4000 PSI AT 28 DAYS. PROVIDE A MINIMUM OF 6 1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. 2, DESIGN MIX FOR CONCRETE SHALL BE SUBMITTED TO THE ENGINEER FOR RENEW PRIOR TO CONSTRUCTION. 3. LOCATION OF ALL JOINTS OTHER THAN INDICATED SHALL BE APPROVED BY THE ENGINEER BEFORE PLACING CONCRETE. 4. EXPOSED EDGES OF CONCRETE SHALL HAVE 3/4' CHAMFER, UNLESS NOTED OTHERWISE. 5. VERTICAL AND HORIZONTAL SURFACES EXPOSED TO SOIL (EXCEPT FOR FIRST FLOOR SLAB) SHALL BE WATERPROOFED WITH VOLCLAY PANELS AS INDICATED ON THE DRAWINGS. RBI W21X50 1 S21 RB2 W24X55 I CAMBER + 2" 0 56' SPANS 1p21 RB3 W16X31 1 S21,S22 RB4 W18X4O 1 S21,S22 RB5 W10X19 1 S21 RB6 W33X130 1 21,S22 R87 W24X68 1 S22 RB8 W27X84 1 I21,S22 RB9 W12X26 1 �522 RB1O L4X3 1/2X5/16 r LLV 1p21 I RG1 W24X68 + WT5X7.5 I IN FRAMING PLANS AND ELEVATIONS, TOS IS TOP OF WIDE FLANGE I S21 RG2 W18X40 + WT5X7.5 TIN FRAMING PLANS AND ELEVATIONS, TOS IS TOP OF WIDE FLANGE S21 RG3 W24X84 + WT5X7.5 p IN FRAMING PLANS AND ELEVATIONS, TOS IS TOP OF DE FI ANGF 21 RG4 W18X40 1 '21 � RG5 W24X68 1 S21 Project: Holaday Parks Roof Unit Installation wLocation:xRBA-,(under cooling units; 10k +drift 55 p'ssf+ 50 psf d ad; + Multi -Loaded Multi -Span Beam (2012 International Building Code(AISC 9th Ed ASD)] A36 W21x50 x 30.0 FT Section Adequate By: 16.9% Controlling Factor: Moment QEFLECTIONS Center Live Load 0.28 IN L/1281 Dead Load 0.67 in Total Load 0.96 IN U377 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 6600 Ib 6600 Ib Dead Load 16750 Ib 16750 Ib Total Load 23350 Ib 23350 Ib Bearing Length 1.04 in 1.04 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Center 30 ft 0 ft 30 ft STEEL PROPERTIES W21x50 - A36 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia About X-X Axis: Ix = Section Modulus About X-X Axis: Sx = Rad. of Gyration of Compr. Flange + 1/3 of Web: rt = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Buckling Ratio: Controlling Unbraced Length: Limit. Unbrcd. Length for Fb=0.66*Fy: Allowable Bending Stress: Web Height to Thickness Ratio: FBR = AFBR = WBR = AWBR = Lb = Lc = Fb = h/tw = Limit. Web Height -Thickness Ratio for Fv=0.4*Fy: h/tw-Limit = Allowable Shear Stress: Fv = 36 ksi 29000 ksi 20.8 in 0.38 in 6.53 in 0.54 in 1.04 in 984 in4 94.5 in3 1.62 in 6.1 10.83 54.74 106.67 Oft 6.89 ft 23.76 ksi 51.92 63.33 14.4 ksi Controlling Moment: 160125 ft-Ib 15.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 23350 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: Req'd Provided 469.98 in4 984 in4 160125 ft-Ib 187110 ft-lb 23350 Ib 113818 Ib StruCalc Version 9.0.1.3 10/17/2014 10:57:31 AM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 440 plf 400 plf 50 pif 890 pif POINT LOADS - CENTER SPAN Load Number One Two Live Load 0 Ib 0 Ib Dead Load 10000 Ib 10000 Ib Location 6 ft 24 ft GASH- — /W .) !moo t1L-QN t'tJ L> Project: Holaday Parks Roof Unit Installation Location: RB-1 without no units +,25 psf snow Live + 50 psfdeai Multi -Loaded Multi -Span Beam [2012 International Building Code(AISC 9th Ed ASD)] A36 W21x50 x 30.0 FT Section Adequate By: 0.8% Controlling Factor: Moment PEFLECTIONS Center Live Load 0.77 IN U470 Dead Load 0.29 in Total Load 1.05 IN U342 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 18000 Ib 18000 Ib Dead Load 6750 Ib 6750 Ib Total Load 24750 Ib 24750 Ib Bearing Length 1.04 in 1.04 in BEAM DATA Center Span Length 30 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 30 ft STEEL PROPERTIES, W21x50 - A36 Properties: Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Fy = E_ d= tw = bf = tf= k= Ix = Sx = Rad. of Gyration of Compr. Flange + 1/3 of Web: rt= Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Buckling Ratio: Controlling Unbraced Length: Limit. Unbrcd. Length for Fb=0.66`Fy: Allowable Bending Stress: Web Height to Thickness Ratio: 36 ksi 29000 ksi 20.8 in 0.38 in 6.53 in 0.54 in 1.04 in 984 in4 94.5 in3 1.62 in FBR = 6.1 AFBR = 10.83 WBR = 54.74 AWBR = 106.67 Lb= 0 ft Lc= 6.89 ft Fb = 23.76 ksi h/tw = 51.92 Limit. Web Height -Thickness Ratio for Fv=0.4*Fy: h/tw-Limit = 63.33 Allowable Shear Stress: Fv = 14.4 ksi Controlling Moment: 185625 ft-Ib 15.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 24750 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: Read provided 518.39 in4 984 in4 185625 ft-Ib 187110 ft-lb 24750 Ib 113818 Ib StruCalc Version 9.0.1.3 10/17/2014 10:57:31 AM page of LOADING DIAGRAM A w 30 ft B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 1200 plf 400 plf 50 plf 1650 plf c_ .sts 2 — 60ve-e .) s iti A s,vvv Project: Holaday Parks Roof Unit Installation Location::RB-1.1 .25,psf Live + 50 psf dead Multi -Loaded Multi-SpamBeam •' 4` [2012 International Building Code(AISC 9th Ed ASD)] A36 W21x50 x 30.0 FT Section Adequate By: 155.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.13 IN U2819 Dead Load 0.29 in Total Load 0.42 IN U867 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 3000 Ib 3000 Ib Dead Load 6750 Ib 6750 Ib Total Load 9750 Ib 9750 Ib Bearing Length 1.04 in 1.04 in BEAM DATA Center Span Length 30 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 30 ft STEEL PROPERTIES W21x50 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 20.8 in Web Thickness: tw = 0.38 in Flange Width: bf = 6.53 in Flange Thickness: tf = 0.54 in Distance to Web Toe of Fillet: k = 1.04 in Moment of Inertia About X-X Axis: Ix = 984 in4 Section Modulus About X-X Axis: Sx = 94.5 in3 Rad. of Gyration of Compr. Flange + 1/3 of Web: rt = 1.62 in Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 6.1 Allowable Flange Buckling Ratio: AFBR = 10.83 Web Buckling Ratio: WBR = 54.74 Allowable Web Buckling Ratio: AWBR = 106.67 Controlling Unbraced Length: Lb = 0 ft Limit. Unbrcd. Length for Fb=0.66*Fy: Lc = 6.89 ft Allowable Bending Stress: Fb = 23.76 ksi Web Height to Thickness Ratio: h/tw = 51.92 Limit. Web Height -Thickness Ratio for Fv=0.4*Fy: h/tw-Limit = 63.33 Allowable Shear Stress: Fv = 14.4 ksi Controlling Moment: 73125 ft-Ib 15.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -9750 Ib At right support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: Read Provided 204.21 in4 984 in4 73125 ft-Ib 187110 ft-lb -9750 Ib 113818 Ib StruCalc Version 9.0.1.3 10/17/2014 10:57:32 AM page /of LOADING. DIAGRAM 30 ft UNIFORM LOADS Center Uniform Live Load 200 pif Uniform Dead Load 400 pif Beam Self Weight 50 pif Total Uniform Load 650 pif t-,2v1y a: ?$-2) aa., pivc,r / fer Project: Holaday Parks Roof Unit Installation Loc0.07Ba2i(ithok4TeR�u in Multi -Loaded Multi -Span Bean,G [2012 International Building Code(AISC 9th Ed ASD)],,,„,.._ A36 W24x68 x 20.0 FT Section Adequate By: 13.4% Controlling Factor: Moment Cwi% DEFLECTIONS Center Live Load 0.22 IN L/1084 Dead Load 0.15 in Total Load 0.37 IN U646 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 25000 Ib 25000 Ib Dead Load 17080 Ib 17080 Ib Total Load 42080 Ib 42080 lb Bearing Length 1.54 in 1.54 in BEAM DATA Center Span Length 20 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 20 ft STEEL PROPERTIES W24x68 - A36 Properties: Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Fy = E= d= tw = bf = tf= k= Ix = Sx = Rad. of Gyration of Compr. Flange + 1/3 of Web: rt = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = Allowable Flange Buckling Ratio: AFBR = Web Buckling Ratio: WBR = Allowable Web Buckling Ratio: AWBR = Controlling Unbraced Length: Lb = Limit. Unbrcd. Length for Fb=0.66*Fy: Lc = Allowable Bending Stress: Fb = Web Height to Thickness Ratio: h/tw = Limit. Web Height -Thickness Ratio for Fv=0.4*Fy: h/tw-Limit = Allowable Shear Stress: Fv = 36 ksi 29000 ksi 23.7 in 0.42 in 8.97 in 0.59 in 1.09 in 1830 in4 154 in3 2.27 in 7.67 10.83 57.11 106.67 0 9.47 23.76 54.29 63.33 14.4 Controlling Moment: 268850 ft-Ib 10.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -42080 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Req'd Provided Moment of Inertia (deflection): 510.11 in4 1830 in4 Moment: 268850 ft-Ib 304920 ft-Ib Shear:-42080 Ib 141631 Ib ft ft ksi / U "n�Cc ..., StruCalc Version 9.0.1.3 10/17/2014 10:57:34 AM Page of LOADING DIAGRAM 20 ft 2 UNIFORM LOADS Center Uniform Live Load 400 pif Uniform Dead Load 240 pif Beam Self Weight 68 plf Total Uniform Load 708 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 21000 Ib 21000 Ib Dead Load 14000 Ib 14000 Ib Location 6.67 ft 13.33 ft Govesek) s /A.; be s/6,iJ ./ v.vr/ s ra3-s uC/'7'/(l 6 ksi 4v < Z G f,(jC2Lg%/9-&LZ- CIV 706V L 16OiQ/#., 6) CO. Lotiro ti i6 sievcha2.4 "'Mel 09i6"-: Project: Holaday Parks Roof Unit Installation ,l ocation:RB 2,(wh2coolguds) Multi -Loaded Multi Span Beam [2012 International Building Code(AISC 9th Ed ASD)] A36 W24x68 x 20.0 FT Section Adequate By: 37.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.22 IN U1084 Dead Load 0.09 in Total Load 0.31 IN U782 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS 9 Live Load 25000 Ib 25000 Ib Dead Load 10080 Ib 10080 Ib Total Load 35080 Ib 35080 Ib Bearing Length 1.09 in 1.09 in )SEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Center 20 ft 0 ft 20 ft STEEL PROPERTIES W24x68 - A36 Properties: Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Fy = 36 ksi E = 29000 ksi d = 23.7 in tw = 0.42 in bf = 8.97 in tf = 0.59 in k = 1.09 in Ix = 1830 in4 Sx = 154 in3 Rad. of Gyration of Compr. Flange + 1/3 of Web: rt = 2.27 in Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 7.67 Allowable Flange Buckling Ratio: AFBR = 10.83 Web Buckling Ratio: WBR = 57.11 Allowable Web Buckling Ratio: AWBR = 106.67 Controlling Unbraced Length: Lb = 0 ft Limit. Unbrcd. Length for Fb=0.66*Fy: Lc = 9.47 ft Allowable Bending Stress: Fb = 23.76 ksi Web Height to Thickness Ratio: h/tw = 54.29 Limit. Web Height -Thickness Ratio for Fv=0.4*Fy: h/tw-Limit = 63.33 Allowable Shear Stress: Fv = 14.4 ksi Controlling Moment: 222160 ft-Ib 10.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -35080 Ib At right support of span 2 (Center Span) Created by combining all dead Toads and live Toads on span(s Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: Bg Provided 421.27 in4 1830 in4 222160 ft-Ib 304920 ft-Ib -35080 Ib 141631 Ib 10/17/2014 10:57:33 AM page /of StruCalc Version 9.0.1.3 LOADING DIAGRAM UNIFORM LOADS Center Uniform Live Load 400 plf Uniform Dead Load 240 pif Beam Self Weight 68 pif Total Uniform Load 708 pif POINT LOADS - CENTER SPAN Load Number One Two Live Load 21000 Ib 21000 Ib Dead Load 7000 Ib 7000 lb Location 6.67 ft 13.33 ft l Z(k2S Not 6o vc Pti 4)(3 "&v. . Design Maps Summary Report Page 1 of 2 uGS Design Maps Summary Report User -Specified Input Report Title Holaday Parks (Boeing) - Tukwila Fri October 17, 2014 18:17:12 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.48407°N, 122.27613°W Site Soil Classification Site Class 0 - "Stiff Soil" Risk Category I/II/III 5mi 5000m ma pqy USGS-Provided Output Ss = 1.493 g Si = 0.559 g SMs = 1.493 g SM, = 0.839 g fast'R�nto Highlands' r�2041 m MapQuest.; S0s = 0.995 g SDI= 0.559g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 1.50 1.35 1.20 1.05 0.90 0.75 0.60 0.45 0.30 0.15 0.00 0.00 MCER Response Spectrum 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 Period, T (sec) 2.00 1.10 1.00 0.90 0.90 0.70 O+ 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.00 Design Response Spectrum 0.20 0.40 0.60 0.00 1.00 1.20 Period, T (sec) 1.40 1.60 1.00 2.00 htt»•//Phr )_ParthrmalrP xxrr »cae anv/riacinnmar,c/ne/m1mmarcr nhn9tam„later=minima1Rrlati 1f1/1717f11it Design Maps Summary Report Page 2 of 2 , 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. httn•//Phn')_Psirfhrniake parr ileac anv/iaeianmanc hie /ei1mmary nhnitamniatca=minimal Qrlati 111117 11111 A 8'3 46 So 'G6s UNIT CENTER OF GRAVITY IN icP a. CC 4 c !a 0 m o, Ix 0 z 0 M cc w 0 0 0 w a� Z _s Ix 3000E Center of Gravity cc W CC 85 J1 1z z O. U 8 33YJ Aoso46s 1 1 1 1 V 3OVA w_ 0_ s ql t 1) 03 C w t3 N N uJ 2 CC CC IC) 9/12/2014 3:07:37 PM Drawing for AHR D7, C14 1 14-4 L Jadwep Doi VII aP!S 0.13e3 uo s8ni 8umn 'PSI 35d8 'tl'0 811 L %71c.47i4pN[¢ (2&)/1"-- 652orJS arimosms Job Number: C4D9AZ Job Name: Boeine 9-08 MUA units Paae 5 nf 16 Prepared Date: 9/9/2014 www.DaikinAnnliPrl rnm litfe9/7/oco Technical Data Sheet for AHR D7, C14 Shipping Section Details 1 Entire Unit 160 YY 0 Length Weight in 160 6517 6517 P1 1713 1713 1395 1395 Comer Weights (Ib) P2 P3 1530 1530 Center of Gravity (in) P4 )t)t YY ZZ 1879 84 51 40 1879 84 51 P2 P1 Air Flow P3 P4 Plan View 40 0 0 XX NOTE: Special components aren't included in the corner weights and center of gravity data. AHRI Certification Supply fan performance is certified in accordance with the Central Station Air -Handling Unit Certification Program, which is based on AHRI Standard 430. Notes rtsl�iddrf�l;� � .,i 1. As a standalone component, unit meets or exceeds requirements of ASHRAE 90.1- 2010. The approving authority is responsible for compliance of multi -component building systems. Job Number: C4D9AZ Page Prepared Date: 9/9/2014 Job Name: Boeing 9-08 MUA units 11 of 16 www.DaikinApplied.com GRuNOFos•N Grundfos Quotation System 14.3.1.0 General Arrangement Project name / location Consulting engineer Customer Customer ref. / PO Quote number : BOEING 9-08 Date last saved : 09/11/2014 11:21 AM Tag Number : PU1 E9A, 9B, & 9C Service : HEAT PUMP WATER LOOP PACO Model : 60123 LF Quantity of pumps : 3 Quoted By (Sales Office) : Hurley Engineering Quoted By (Sales Engineer) : Steven Leingang 0 �tJ ;s°i-"Imp �I %340 46 5 4XOHH PLAN MEW CC uaxwaoth • - . CP • C Rfdxiptaitlach Ac-vii 6 . ' 0* 1 HD I HL—• HG ME HF H P HE -+ Hil HA SI0E441E1N END VIEW NOT FOR CONSTRUCTION, Unless certified and referenced on order Units Frame Ped Suct(in) Disch(in) C CP D HA HB HD HE HF HG HH HL HP HT MU N 0 U X Y Z # Weight ea inches 364T 82 8 6 35.00 31.10 10.00 18.00 54.00 ' ,° ..., 7.00 50.00 4.00 0.62 12.13 2.00 1.00 2.38 4.75 7.00 2.12 8.88 6.13 9.88 4.00 • 4 _.;1 r4. :•:Ir�r,y�..:-.. � �� ri� 1�;r,ty• 7`.�� Y:iN TSM:n•c 1z+..�i. w C•. isr vE� `�T'6<x",S�»Y 9"—•k lI%-+7 ' mrN�a1R iow,.., hfi+E �' �yr`z. Y.'y.�,, : w.i_ Phase: 3 Efficiency: Premium Flow: 1,320.0 USgpm Fluid: Water HP: 60 End: ODP TDH: 110.0 ft Temp.: 68.00 deg F RPM: 1,780 rpm Hz: 60 Voltage: 230/460 S.F.: 1.15 urley Engineering • 302E 26TH ST. • Tacoma. WA 98421 ICI snOInsE=Rs Project # : 14011-0455 Page # : 1 Proj. Name : Holaday Parks Engineer : MRT Subject : Seismic Coefficients Date : 10/17/2014 I. Seismic Ground Motion Values: LAT = Site Latitude: LONG = Site Longitude: Ss = MCE Spectral Accel © 0.2 Sec: Si = MCE Spectral Accel © 1.0 Sec: SITE = Site Class: ( Default is D) Fa = Spectral Accel © 0.2 Sec for Site Fv = Spectral Accel © 1.0 Sec for Site SMs = MCE Spectral Resp (Short Period) SM1 = MCE Spectral Resp (Long Period) SDs = Design Spectral Accel @ 0.2 Sec 47.484 122.276 1.493 0.559 D 1.00 1.50 1.49 0.84 1.00 SD1 = Design Spectral Accel CO 1.0 Sec 0.56 = Fa Ss = S1 = 2/3 SMs = 2/3 SM1 2002 USGS Mapped Value for Default Site Class B 2002 USGS Mapped Value for Default Site Class B per Geotech or Table 20.3-1 - ASCE 7, pg 205 Table 11.4-1 - ASCE 7, pg 115 Table 11.4-2 - ASCE 7, pg 115 Eqn 11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn 11.4-4 L 4/2'2,9 (_.. ©t/e=,Z /-7402wi•v Li C'9L c c.J Li /7 p 4) CDo4i116n UIv/% /66 $0 446 S op,c / pai", o01-1 hle?9 74/G viva"' (a .52o 'G6 5 e -' ,J(_ 9i- Ai/y/3 (o.0 &lab& , /s©c s ICI E n Gin E ens Project # : Proj. Name : Engineer : Subject : 14011-0455 Page # : 2 Holaday Park MRT Date : 10/17/2014 BBU Cabinet Anchorage Seismic Design Requirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: Emerson Cab Cabinet Geometry: Seismic Coefficients H,o, = 7.0 ft Overall height h = 3.5 ft Assumed centroid (1/2 height) D = 8.5 ft Dist between attachment N = 4 Attachments supporting weight NOT = 2 Attachments resisting OT Weight Wp = Wind Load Wind Pressure= Wind Width= Wind Load= 22 psf 18.0 ft 2.772 kip Wp = 16.1 kip SDC = SDS = ap = Rp = 1p = D Seismic Design Category 1.00 Design spectral acceleration 1.0 ASCE 7-10 - Table 13.6-1 2.5 ASCE 7-10 - Table 13.6-1 1.0 Component Importance z = 1.0 ft h= 1.0 ft Seismic Calculations 0.4*ap*SDS*Wp Fp.catc = R P ' P Fp.max=1.6*SDS*tp*WP Fp.mtn=0.3*Sin */p*WP Wind Load Controlling Design Shear Force Controlled by Equation 13.3-1 1 Z 21 Fp.caic = 7.67 kips Equation 13.3-1 i p.max = 25.56 kips Equation 13.3-2 Fp.min = 4.79 kips Equation 13.3-3 2.772 kip Fp = 7.67 kips FP,Aso = 0.7*Fp = 5.37 kips Reactions N= NOT = (4) (2) Attachments supporting weight/ resisting st Attachments resisting OT Seismic Load in the X-direction t+ value equal compression Point A Point C Dead + 4.0 kip + 4.0 kip Seismic - 3.2 kip + 3.2 kip Seis. " 1.3 - 4.1 kip + 4.1 kip ASD Combos 1.80 kips 6.22 kips 0.20 kips 4.62 kips Rx=Wp/N Rx=Fp'h/D Conc. Anchorage Sec. 13.4 1.00 + 0.7EQ 0.6D + 0.7EQ Max Loads Tension Compression Shear ASD 6.22 kips 1.34 kips 0 ;OOkip, (No Tension) 1.34 kips Point A Point C LRFD Combos 0.71 kips -0.49 kips 8.92 kips 7.72 kips 1.2D + 1.0E0 0.9D + 1.0EQ Max Loads Tension Compression Shear LRFD . 8.92 kips 2.49 kips `049 kip 2.49 kips Pa/2. 71-1/1.Aii 4/ C:-/t? ncineeFts Project # : Proj. Name : Engineer : Subject : 14011-0455 Page # : 2 Holaday Park MRT Date : 10/17/2014 BBU Cabinet Anchorage Seismic Design Requirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: Emerson Cab Cabinet Geometry: H,0 = 7.Oft h= 3.5ft D = 4.5 ft N= 4 NOT = 2 Weight Wp = Wind Load Wind Pressure= Wind Width= Wind Load= 22 psf 18.0 ft 2.772 kip Overall height Assumed centroid (1/2 height) Dist between attachment Attachments supporting weight Attachments resisting OT Wp = 6.6 kip Seismic Coefficients SDC = D Sos = 1.00 ap = 1.0 Rp = 2.5 Ip = 1.0 z = 1.0 ft h = 1.0 ft Seismic Calculations Seismic Design Category Design spectral acceleration ASCE 7-10 - Table 13.6-1 ASCE 7-10 - Table 13.6-1 Component Importance 0.4*ap*Say *Wp z Fp.calc = R (1 + 2- ) P I P Fp.max = 1.6 * Sos * Ip* Wp Fp.min = 0.3 * SDS * Ip* WP Wind Load Fp.caic = 3.15 kips Equation 13.3-1 Fp.max = 10.51 kips Equation 13.3-2 Fp.min = 1.97 kips Equation 13.3-3 2.772 kip Controlling Design Shear Force Controlled by Equation 13.3-1 Fp = 3.15 kips FP,ASD = 0.7*Fp = 2.21 kips Reactions N= NOT = (4) (2) Attachments supporting weight/ resisting sh Attachments resisting OT Seismic Load in the X-direction i+ value equal compression Point A Point C Dead + 1.7 kip + 1.7 kip Seismic - 2.5 kip + 2.5 kip Seis. ' 1.3 - 3.2 kip + 3.2 kip ASD Combos -0.07 kips 3.37 kips -0.73 kips 2.71 kips Rx=Wp/N Rx=Fp'h/D Conc. Anchorage Sec. 13.4 1.OD + 0.7EQ 0.6D + 0.7EQ Max Loads Tension Compression Shear ASD 3.37 kips 0.55 kips ten, 0.55 kips Point A Point C LRFD Combos -1.21 kips -1.70 kips 5.17 kips 4.67 kips 1.2D + 1.0EQ 0.9D + 1.OEQ Max Loads Tension Compression Shear LRFD 5.17 kips 1.02 kips 170 kip r`Y 1.02 kips Aio cry e i t-1/2/v/.. ' yyi ri=i /y�T� ICI n Gin E E F9 S Project # : Proj. Name : Engineer : Subject : 14011-0455 Page #: 2 Holaday Park MRT Date : 10/17/2014 BBU Cabinet Anchorage Seismic Design Requirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: Emerson Cab Cabinet Geometry: Htot = h= D= N= Weight 2.0 ft Overall height 1.0 ft Assumed centroid (1/2 height) 1.5 ft Dist between attachment 8 Attachments supporting weight NOT = 4 Attachments resisting OT Wp = Wind Load Wind Pressure= Wind Width= Wind Load= 22 psf 18.0 ft 0.792 kip Wp= 1.5 kip Seismic Coefficients SDC = D Sos = 1.00 ap = 1.0 Rp = 2.5 Ip= 1.0 Seismic Design Category Design spectral acceleration ASCE 7-10 - Table 13.6-1 ASCE 7-10 - Table 13.6-1 Component Importance z = 1.0 ft h = 1.0 ft Seismic Calculations 0.4*ap*SDS*Wp Fp.caic = R / P P Fp.max = 1.6 *Sac *IP*WP Fp.min=0.3*SDS*IP*WP Wind Load Controlling Design Shear Force Controlled by Wind Reactions N= NOT = Seismic Load in the X-direction (8) (4) t+ vaiue equal compression Point A Point C Dead + 0.2 kip + 0.2 kip Seismic - 0.5 kip + 0.5 kip Seis. ' 1.3 - 0.7 kip + 0.7 kip ASD Combos -0.18 kips 0.56 kips -0.26 kips 0.48 kips 1 2 h� Fp.cam = 0.72 kips Equation 13.3-1 Fp.max = 2.39 kips Equation 13.3-2 Fp.min = 0.45 kips Equation 13.3-3 0.792 kip Fp = 0.79 kips Fp,ASD = 0.7'Fp = 0.55 kips Attachments supporting weight/ resisting sY Attachments resisting OT Fix =Wp/N Rx=Fp*h/D Conc. Anchorage Sec. 13.4 1.0D + 0.7EQ 0.6D + 0.7EQ Max Loads Tension Compression Shear ASD 0.56 kips 0.07 kips 0 265kip"t 0.07 kips Point A Point C LRFD Combos -0.46 kips -0.52 kips 0.91 kips 0.86 kips 1.2D + 1.0EQ 0.9D + 1.0E0 Max Loads Tension Compression Shear LRFD 0.91 kips 0.13 kips 1052 kip 0.13 kips /CEO cmc use_! rutou/414 v1 .c1 Wen) Ai I(: uriu .l Sy ,1Cm; KWIK Bolt 3 Expansion Anchor 3.3.6 Table 6 - Carbon Steel KWIK Bolt 3 Allowable Loads in Normal -Weight Concrete' Anchor Diameter in. (mm) Embedment Depth in. (mm) f - 2000 psi (13.8 MPa) Pc = 3000 psi (20.7 MPa) re = 4000 psi (27.6 MPa) f '. - 6000 psi (41.4 MPa) Tension lb (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) Tension Ib (kN) Shear lb (kN) Tension Ib (kN) Shear Ib (kN) 1-1/8 (29) 300 365 430 550 (1.3) (1.6) (1.9) (2.4) 1/4 2 635 530 715 530 800 530 530 (6.4) (51) (2.8) (2.4) (3.2) (2.4) (3.6) (2.4) 845 (2.4) 3 (76) 755 795 840 (3.8) (3.4) (3.5) (3.7) 1-5/8 (41) 730 1135 910 1275 1095 1090 (3.2) (5.0) (4.0) (5.7) (4.9) (4.8) 3/8 2-1/2 1260 1555 1850 1315 2060 1315 (9.5) (64) (5.6) 1315 (6.9) 1315 (8.2) (5.8) (9.2) (5.8) 3-1/2 (89) 1580 (5.8) 1770 (5.8) 1965 2150 (7.0) (7.9) (8.7) (9.6) 2-1/4 (B7) 1235 1865 1430 2300 1620 2405 1975 (5.5) (8.3) (6.4) (10.2) (7.2) (10.7) (8.8) 1/2 •(12.7) 1930 2185 2440 3240 2415 3-1/2 (89) (8.6) 2415 (9.7) 2415 (10.9) 2415 (14.4) (10.7) 4-3/4 (121) 2135 (10.7) 2355 (10.7) 2575 (10.7) 3620 (9.5) (10.5) (11.5) (16.1) 2-3/4 (70) 1920 2750 2065 3410 2210 3785 2830 (8.5) (12.2) (9.2) (15.2) (9.8) (16.8) (12.6) 5/8 4 2660 3020 3385 4770 3910 (15.9) (102) (11.8) 3910 (13.4) 3910 (15.1) 3910 (21.2) (17.4) 5-1/2 (140) 3285 (17.4) 3695 (17.4) 4100 (17.4) 5325 (14.6) (16.4) (18.2) (23.7) 3-1/4 (83) 2120 4090 2425 4900 2730 5310 3785 5310 (9.4) (18.2) (10.8) (21.8) (12.1) (23.6) (16.8) (23.6) 3/4 4-3/4 3240 4260 5285 6155 (19.1) (121) (14.4) 5340 (18.9) 5340 (23.5) 5495 (27.4) 6225 61/2 (165) 4535 (23.8) 5880 (23.8) 7185 (24.4) 7005 (27.7) (20.2) (26.1) (32) (31.2) 4-1/2 (114) 3330 7070 4050 7600 4670 8140 5070 (14.8) (31.4) (18.0) (33.8) (20.8) (36.2) (22.6) 1 6 (152) 4930 6000 7070 8400 9200 (25.4) (21.9) 9200 (26.7) 9200 (31.4) 9200. (37.4) (40.9) 9 (229) 6670 (40.9) 7670 (40.9) 8670 (40.9) 10670 (29.7) (34.1) (38.6) (47.5) 1 Intermediate bad values for other concrete strengths and embedments can be calculated by linear interpolation. Hilti, Inc. (US) 1-800-879-8000 I www.us.hlltl.com 1 en esparto) 1-800-879-5000 I Hilti (Canada) Corp.1.800-363-445B I www.hilti.ca 1 Anchor Fastening Technical Guide 2011 299 Mer,l)oniatl Anchorinrj Syytu in 3.3.6 KWIK Bolt 3 Expansion Anchor Table 7 - Carbon Steel KWIK Bolt 3 Ultimate Loads in Normal -Weight Concrete' Anchor Diameter in. (mm) Embedment Depth in. (mm) f', - 2000 psi (13.8 MPa) I,- 3000 psi (20.7 MPa) f'c - 4000 psi (27.6 MPa) f'c - 6000 psi (41.4 MPa) Tension Ib (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) Tension lb (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) 1-1/8 (29) 1120 1370 1615 2060 (5.0) (6.1) (7.2) (9.2) 1/4 2 (51) 2375 1995 2690 1995 3000 1995 1995 (6.4) (10.5) (8.9) (12.0) (8.9) (13.3) (8.9) 3165 (8.9) 3 (76) 2830 2990 3150 (14.1) (12.6) (13.3) (14.0) 1-5/8 (41) 2740 4250 3420 4790 4100 4095 (12.2) (18.9) (15.2) (21.3) (18.2) (18.2) 3/8 2.1/2 4720 5830 6935 4930 7730 4930 (9.5) (64) (21.0) 4930 (25.9) 4930 (30.8) (21.9) (34.4) (21.9) 3-1/2 (89) 5925 (21.9) 6645 (21.9) 7365 8055 (26.4) (29.6) (32.8) (35.8) 2-1/4 (57) 4635 7000 5355 8630 6075 9030 7410 (20.6) (31.1) (23.8) (38.4) (27.0) (40.2) (33.0) 1/2 3-1/2 (89) 7240 8195 9145 12140 9065 (12.7) (32.2) 9065 (36.5) 9065 (40.7) 9065 (54.0) (40.3) 4-3/4 (121) 8000 (40.3) 8830 (40.3) 9655 (40.3) 13585 (35.6) (39.3) (42.9) (60.4) 2-3/4 (70) 7210 10315 7750 12790 8285 14195 10615 (32.1) (45.9) (34.5) (56.9) (36.9) (63.1) (47.2) 5/8 4 (102) 9975 11335 12690 17890 14650 (15.9) (44.4) 14650 (50.4) 14650 (56.4) 14650 (79.6) (65.2) 5-1/2 (140) 12315 (65.2) 13850 (65.2) 15385 (65.2) 19970 (54.8) (61.6) (68.4) (88.8) 3-1/4 (83) 7955 15335 9100 18375 10245 19910 14185 19910 (35.4) (68.2) (40.5) (81.7) (45.6) (88.6) (63.1) (88.6) 3/4 4-3/4 12150 15985 19820 23085 (19.1) (121) (54.0) 20030 (71.1) 20030 (86.2) 20605 (102.7) 23355 6-1/2 (165) 17000 (89.1) 21970 (89.1) 26935 (91.7) 26260 (103.9) (75.6) (97.7) (119.8) (116.8) 4-1/2 (114) 12500 26500 15200 28500 17500 30500 19000 (55.6) (117.9) (67.6) (126.8) (77.8) (135.7) (84.5) 1 6 (152) 18500 22500 26500 31500 34500 (25.4) (82.3) 34500 (100.1) 34500 (117.9) 34500 (140.1) (153.5) 9 (229) 25000 (153.5) 28750 (153.5) 32500 (153.5) 40000 (111.2) (127.9) (144.6) (177.9) 1 Intermediate load values for other concrete strengths and embedments can be calculated by linear interpolation. 300 HIM, Inc. (US) 1-800.879.8000 I www.us.hUH.com ! en espariol 1.800.879.5000 I Hilti (Canada) Corp. 1.800-363-4458 I www.htfLca 1 Anchor Fastening Technical Guide 2011 7-22 DESIGN CONSIDERATIONS FOR BOLL•5 '' . Table 7-1 Available Shear Strength of Bolts, kips Nominal Bolt Diameter, d, In. % 3/4 7/a 1 Nominal Bolt Area, in? 0.307 0.442 0.601 0.785 ASTM Thread Fnv1i2 (kso 4)Fnv (ksi) Load- WO 1 Orn rn/S1 Oro rn/f2 On 117IS2 qrn Desig. Cond. ASD LRFD ing ASD LRFD ASD LRFD ASD LRFD ASD LRFD Group N 27.0 40.5 S 0 8.29 16.6 12.4 24.9 11.9 23.9 17.9 35.8 16.2 32.5 24.3 48.7 21,2 42.4 31.8 63.6 A X 34.0 51.0 S 0 10.4 20.9 15.7 31.3 15.0 30.1 22.5 45.1. 20.4 40.9 30.7 61.3 26.7 53A 40.0 80.1 Group N 34.0 51.0 S D 10.4 20.9 15.7 31.3 15.0 30.1 22.5 45.1 20.4 40.9 30.7 61.3 26.7 53.4 40 .0 80.i 8 X 42.0 63.0 S D 12.9 25.8 19.3 38.7 18.6 37.1 27.8 55.7 25.2 50.5 37.9 75.7 33.0 65.9 49 55 98.9 A307 - 13.5 20.3 S D 4.14 8.29 6.23 12.5 5.97 11.9 8.97 17.9 8.11 16.2 12.2 24.4 10.6 21.2 15.9 `. 31.9 Nominal Bolt Diameter, d, In. 1 /8 1 /4 13/a 11/2 Nominal Bolt Area, In 2 0.994 1.23 1 A8 1.77 ASTM Thread F,n,/i2 (ksi) OFnv (ksi) Load- rn/ft Om 00 On rnlft Ora rn/i2 ern ,- Desig. Cond.ASD 1 ing ASD LRFD ASD LRFD ASD LRFD ASD LRFD Group N 27.0 40.5 S 0 26.8 53.7 40.3 80.5 33.2 66.4 49.8 99.6 40.0 79.9 59.9 120 47.8. 95.6 71.7 143 A X 1 1 S D 33.8 67.6 50.7 101 41.8 83.6 62.7 125 50.3 101 75.5 151 60.2 120 90.3 ' 181 Group N 34.0 1 S D 33.8 67.6 50.7 101 41.8 83.6 62.7 125 50.3 101 75.5 151 60.2 120 +90.3! 181 .;; 8 X 1 1 S D 41.7 83.5 62.6 125 51.7 103 77.5 155 62.2 124 93.2 186 74.3 149 112 223 •''; A307 - 13.5 20.3 S D 13.4 26.8 20.2 40.4 16.6 33.2 25.0 49.9 20.0 40.0 30.0 60.1 23,9 47.8 35.9` 71.9.. ASD LRFD For end loaded connections greater than 38 in , sea AISC Spacificatfon Table J3.2 footnote b. i2=2.00 q)=0.75 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 1 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M14-0198 DATE: 10/21/2014 PROJECT NAME: BOEING #9-08 SITE ADDRESS: 9725 EAST MARGINAL WY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ut ding Division Public Works Fire Prevention Structural ANA)C n Vj\ Planning Division s n Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/23/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 11/20/14 Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013