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HomeMy WebLinkAboutPermit D14-0200 - WESTFIELD SOUTHCENTER MALL - WEST ENTRANCEWESTFIELD MALL WEST ENTRANCE 2800 SOUTHCENTER MALL D14-0200 CITY OF TUKWILA Community Development Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 htto://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 920247-0130 Address: 2800 Southcenter Mall Permit Number: D14-0200 Issue Date: 09/11/14 Project Name: Westfield Mall - West Entrance Permit Expires On: 03/11/15 Owner: Name: Westfield Address: 2049 Century Park E 40th Floor Century City. CA 90067 Contact Person: Name: George Opack Phone: (855) 793-2229 Address: 4712 Admiralty Wv #207 Marina del Ray, CA 90292 Contractor: Name: Andersen Construction Company Phone: (503) 283-6712 Address: 6712 N Cutter Circle Portland, OR 97217 License No.: ANDERC*907DN Expiration Date: 02/15/16 Lender: Name: Westfield Phone: Address: 2049 Century Park E 40th Floor Century City. CA 90067 Description of Work: selective demolition of Westfield Southcenter's west entry. New cope of work to include refacing exterior with thinset brick, new awning, new entrance doors, and vestibule. Project valuation: $ 700,000.00 Type of Fire Protection: Sprinklers: Y Fire Alarm: Y Type of Construction: IIB Electrical Service Provided by: Puget Sound Energy Water District: Tukwila Fees Collected: $ Occupancy per IBC: M Sewer District: Tukwila Current Codes adopted by the City of Tukwila International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 Public Works Activities: Chanellization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Land Altering: Volumes: Cut: Fill: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Number: Permit Center Authorized Signature: Date: 01 In 1H I hereby certify that I have read and xamin d this permit and know the same to be true and correct. All provision of law and ordinances governing this work will lied with, whether specified herein or not. The granting of this permit does not pre e to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: Print Name: �� C/' (j {- 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. PERMIT CONDITIONS: Permit conditions will be distributed under a separate cover. PERMIT INSPECTIONS REQUIRED: Permit Inspection Line: (206)438-9350 See inspection card for required inspections. CITY OF TUKWILA . Community Development Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 http://www.Tu kwi la WA.gov PERMIT CONDITIONS Parcel No.: 920247-0130 Permit Number: D14-0200 Address: 2800 Southcenter Mall Issue Date: 09/11/14 Project Name: Westfield Mall West Entrance Permit Expires On: 03/11/15 PERMIT CONDITIONS: 10100 ***BUILDING PERMIT CONDITIONS** 10101 Work shall be installed in accordance with the approved construction documents and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 10103 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. 10117 All construction shall be clone in conformance with the Washington State Building Code and the Washington State Energy Code. 10121 Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10123 All wood to remain in placed concrete shall be treated wood. 10126 There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10127 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. 10131 All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10132 Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 10135 Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 10137 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). 10138 All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 10141 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. CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No.(/-0020 Project No. Date Application Accepted: aC,(a 7/1 Date Application Expires: / X/? 7/�L/ (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will ncj be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 920247-0130 2800 Southcenter Blvd., Tukwila, WA 98188 Suite Number: Floor: l St Tenant Name: Westfield PROPERTY OWNER Name: Westfield Address: 2800 Southcenter Blvd. City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: George Opack Address: 4712 Admiralty Way, #207 City: Marina del Rey State: CA Zip: 90292 Phone: (855) 793-2229 Fax: Email: go@olarchitects.net GENERAL CONTRACTOR INFORMATION Company Name: (ilk W 111j f C1 Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: OCIt 3 New Tenant: ❑ Yes ® ..No ARCHITECT OF RECORD Company Name: O+L Architects Architect Name: George Opack Address: 4712 Admiralty Way, #207 City: Marina del Rey State: CA Zip: 90292 Phone: (855) 793-2229 Fax: Email: go@olarchitects.net ENGINEER OF RECORD Company Name: ANF and Associates Engineer Name: Danny Yu Address: 9420 Telstar Ave., #118 City: El Monte State: CA Zip: 91731 Phone: (626) 448-8182 Fax: Email: dannyyu@anfstructural.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Westfield Address: 2049 Century Park East 40th floor City: Century City State: CA Zip: 90067 H:\Applications\Forms-Applications On Line \2011 Applicat ons\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 700,000 Existing Building Valuation: $ 600,000,000 Describe the scope of work (please provide detailed information): Selective demolition of Westfield Southcenter's West Entry. New scope of work to include refacing exterior with thinset brick, new awning, new entrance doors and new vestibule. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 419,602 460 0 0 IIB M 2na Floor 0 0 0 0 0 0 3`a Floor 0 0 0 0 0 0 Floors thru 0 0 0 0 0 0 Basement 0 0 0 0 0 0 Accessory Structure* 0 0 0 0 0 0 Attached Garage 0 0 0 0 0 0 Detached Garage 0 0 0 0 0 0 Attached Carport 0 0 0 0 0 0 Detached Carport 0 0 0 0 0 0 Covered Deck 0 0 0 0 0 0 Uncovered Deck 0 0 0 0 0 0 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers IZ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\201 t Applications\Permit Application Revised - 8-9-I Ldocx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District # 125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate O .. Highline ❑...Valley View 0 .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report O .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line 31 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension Public ❑ Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I1.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: George Opack Mailing Address: 4712 Admiralty Way, #207 Date: 06/23/2014 Day Telephone: (855) 793-2229 Marina del Rey CA 90292 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID 6,626.12 D14-0200 Address: 2800 SOUTHCENTER MALL Apn9202470010 6,626.12 DEVELOPMENT $6,310.80 PERMIT FEE R000.322.100.00.00 0.00 $6,306.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $315.32 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3072 R000.322.900.04.00 0.00 $315.32 $6,626.12 Date Paid: Thursday, September 11, 2014 Paid By: ANDERSON CONSTRUCTION CO. Pay Method: CHECK 259436 Printed: Wednesday, September 17, 2014 7:59 1 of 1 AM cnwsys TEM S CITY FORM NO 1 1912 ADOPTED BY DIVISION OF MUNICIPAL CORPORATIONS. Received of CITY OF TUKWILA �'� � 47855 TREASURER'S RECEIPT NE Date Gt tV1"�f1 t1 20 14 l Lioe 'Q - 13 �`�` `� oL) &Q 1 Dollars, FOR Vc___"v4011)va‘pcuAtet, BY TOTAL tiL 9 " 1' DEPT. OLYMPIC PRINTERS, INC. WHITE - Finance Dept. CANARY - Customer PINK - File DESCRIPTIONS I PermitTRAK ACCOUNT I QUANTITY I PAID $6,130.07 D14-0200 Address: 2800 SOUTHCENTER MALT. Apn: 9202470010 $4,099.10 DEVELOPMENT $4,099.10 PLAN CHECK FEE R000.345.830.00.00 0.00 $4,099.10 EL14-0624 Address: 1368 SOUTHCENTER MALL Apn: 9202470090 $486.66 ELECTRICAL $486.66 PLAN CHECK FEE R000.345.832.00.00 0.00 $486.66 M14-0133 Address: 1368 SOUTHCENTER MALL Apn: 9202470090 $1,512.93 MECHANICAL $1,512.93 PLAN CHECK FEE R000.322.102.00.00 0.00 $1,512.93 PG14-0108 Address: 1368 SOUTHCENTER MALL Apn: 9202470090 $31.38 PLUMBING $31.38 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2480 R000.322.103.00.00 0.00 $31 38 $6,130.07 Date Paid: Friday, June 27, 2014 Paid By: GREGG JOSEPH BERWIN Pay Method: CREDIT CARD 92612P Printed: Friday, June 27, 2014 12:07 PM 1 of 1 INSPECTION RECORD Retain a copy with permit p,t1—oZoo PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p a� y l �� Type of In peCtion( Addres : 'WO f otk Cf ARV Date ailed: Special Instructions: 4.`'1 ��//,�� Date Wanted: a.m. ; — 27 — iS" p.m. Req uester: Phone No: X-- Approved per applicable codes. Q Corrections required prior to approval. tC©MMENTS. v. ............._ i---o ( - • P t - -ci' / 0 nspector: C Dat _ 2-7 --(J REINSPEDTION 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 INSPECTI PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 pty-ozoc, Pro .5 cfi , , Type of insp tips: (1 P3 Ad�e s� :V( Date Called: Special Instructions: Date Wanytd: `� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Data; , 3— (_S — 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 P qM 2 40 PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Pro ect: clCAt - "Type of i spVtlovr ? / �wzf �t OO SoCfr ARit ate Caed:G special Instructions: Date Wanted _ - a.m... m. Requester: Phone P1o: Approved per applicable codes. corrections required prior to approval. COMMENTS: re fi ktof P r145 (reeve-vc 1 II4 To,rvQ inspector: 0 e: z. o f REINSPEC ION 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 INSP T • .. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 £ t -OTC•` Pro t. (� ,. "Ile iG\ i�� k �s .010-1+ Type of In p ction: ' �!1' ' '' - �' Addre Date Called: Special instructions: Date Wante : 10 131►q Requester: Phone No: ElApproved per applicable codes. aCorrections required prior to approval. COMMENTS: Cam, I-IAUE eNc observe 4 ApP r-2vArc-ti Co , rcilde,J St i 6Jrr-A 40 E NI 5 h �- ov'-r , _ ,, 2, : ► ji. Qoc ► 1 t7iQ s bit IV) 14. tie S. ctor: L Defeo EINSPECTION FEE IfEQUIRED. 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 NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: t/t�. Ty of Inspe ' n: (f`� `--iCj Address: 3 Suite #: Contact Person: Special Instructions: Phone No.: pproved per applicable codes. Corrections required prior to approval. COMMENTS: 16,0,4-'r.. (,.U-e-c,, ,/A L 1_ L c �...- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: , c- Hrs.: l Date: 3,%‘17...) r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER Dig-ocvd 1.1 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: titi„&sk . ( ( AAA— L G Type of Inspection: S f -fTA -- r- - r 4-C.- Address: D `10 o Suite #: Sr . G. t Contact Person: Special Instructions: Phone No.: Approved per applicable codes. orrections required prior to approval. COMMENTS: it e f -e o-r . a P (; & k .e l' cm, e e.. j7- -. y.. v to , 'o Liokck L.JAy , . - /4 M -CI r-e A l r4-2 c o v f v-A- y -c , - i--'6 t tP 4- • Needs Shift Inspection: Sprinklers: Fire Alarm: -> 1-lood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $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 Project: I%A.-47, (vf Address: Suite #: 2_ Special Instructions: INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER -- 1 --oz0a 14--S- 2►2... PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Approved per applicable codes. Type of Inspection: v& Contact Person: Phone No.: Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: r Insp Date: /0 I� H c) $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: Address: Company Name: City: State: Zip: word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MAYES TESTING ENGINEERS, INC. November 20t, 2014 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attn.: Building Official EMAILED By Tamara Dooley at 11 22 anr. Feb 06. 2015 Re: Westfield Southcenter West Entry 2800 Southcenter Boulevard Tukwila, WA Project No. T14222 FINAL LETTER Permit: D14-0200 SeadeOffice 20225 Cedar VRoad Sub110 Lynnwood, W49E036 ph425.7429360 fax425.745.1737 Tanana Office 10029S.TananeWay SuieE2 Tanana, W496499 ph253.584.3720 fax253.584.3707 Aatandaice 7911 PE 33 d Dris,e Sue 190 Poland, OR97211 ph 503231.7515 fax503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Cold Formed Steel Framing • Reinforced Concrete • Structural Steel Erection 1. Welding To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, Mayes Testing Engineers, Inc. Dennis Sanborn Senior Project Manager eln-vOF TUXW A MAR 032015 PERMrT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 4 2014 City of Tukwila BUILDING DIVISION ANF & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS For West Entry Remodel & Renovation Westfield Southcenter 2800 Southcenter Mali Tukwila, Washington 98188 Architect O+L Architects Beacon Arts Building 808 N La Brea Avenue Los Angeles, CA 90302 (855) 793-2229 14911.00 9420 Telstar Avenue, Suite' 118, El Monte, California 91731 Tel: (b26) a b2, 448-8092 Email: anf1688@pacbell.net CITY OF TUKWILA JUN 2 7 2014 PERMIT CENTER DIL4 02-00 Tel: (K d48-8182' ANF& A,SSOCIAA S •'� �'ez: (4? 4#4092 aDa No. Consulting Structaal Engineers 'GIs annaggpsthsliost By ' DATE D 6 — l sit or_ 9420 1ekktar AMINO, S.ke :118, El ]dose, CA 91731' t41e oata-K Olio) 01 9'�� 1 ) w eort‹.--ctoN1nl MAAA 717A4b voivi =to s' (Dot_ 5.(62,5) it-1)C4 kA)4(s.1 eL5s ( 414 ) (62),T(..T X 4 7;2t.110 tK (. t use liaf 1xis -1, y t 41 x SC 1 ' - loop( POOL- . 4 - GLIN M n ..r. tic_pt. = Ir A 3 Ca 6 'FIJI+ 132- 3 61 v d•11 co r n.e AS' 014 w 4161.1 -- l 49• t Katz_ - rah - t f j. b ti Tit (624) 44114182 ANT & ASSOCIATES Fax (q�44$-R092 %inlardi Engineers Ella: edl anti 42$ Tektat Avenue, Sulk 11S, El Mode, CA 91731 JOB NO 10 i 1 BY Dy DATE SH. �:-.? C4vvittic '1y.is ff# u eA cif-3 14 tuk 6p-5 ff.n. km/41414, ge-4,,,r, P, Pt (4.? it 1 < pL .•2. 74 o'771k tFk ANF & Associates Consulting Structural Engineers 9420 Telstar Avenue, Suite 118 El Monte, CA 91731 Tel 526-48-8182 Steel Beam Lic. # KW-06000953 Descrtgion coDE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Plated& Propettles Analysis Method Allowable Strength Design Ream Bracing: Bean bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 0.0 8 from Left -Most support Regular spacing or laterai supports on length of beam 7.08 SO .1) Applied Load! 00 Beam self weight calculated and added to loads Load(s) for Span Number 1 Paint Load : D0.760, S 1.10 k 150 ft F'Oint Load : zt 0.760, s= tiokeasoft Load(s) tr Span Number 2 Point Load : D=0,380, S = 0.550 k 3.250 ft DES/GNSUMAfARY- : • Maximum Bending Stress Ratio =- Section used for Ns span Ma : Applied Mn!()Mega : Allowable Load Combination Location of maximum On span Spat 8 where maximum rx:curs Maximum Deflection Max Downward L+Lr+S Deflectbri Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection • . Span • 12153 It te84a4s2aa 0.388: 1 HSS4x4x3/8 5.694 k-ft 14.666 k-ft 40444 0.0008 Span ft 1 Project Title 819ineet Project Descr: pow / Leen ce- 3 flrid 18011014, ti Rs= 0111san11/4NRYADOCUlat-4015104114911.446 016E211.1NC. 19892014.90110,441.28,141A14-128 Licensee : ANF & ASSOCIATES Fy :Steel Yieid: 46.0 ksi E: Modulus: 29,000.0 MI O(OJ6 St1.1) owe s(0ss) Span - SISs Hs5420443ia Service bads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied VP/Omega : Allowable Load Combination Location of maximum on span Span *where rriaxlinum occurs 0.104 in Ratio -0.022 in Rao 0.188 in Ratio .4 -0.044 in Raba a' Maximum Forces &Stresses for Load Corabinattons Load Combination Max Sites Ratios segment Length Sprint/ M V Mr4a4 4. 4041 Dsgn. L = 6.90 ft 1 0.171 0,028 page. L - 5.79 ft 1 0.090 0.023 Dsgn. L = 1.25 ft 2 0.090 0.013 2.00 ft 2 0.054 0.012 40+3441 Dago. L = 6.96 ft 1 0.388 0.063 Digit. L = 5.79 ft 1 0,212 0.053 Dean, L. = 1.25 ft 2 0.212 0.029 Mgr'. L r. 2.0311 2 0.129 0.028 °remit Macknuni Deflections - Unfactored Loads ... Load C,ombinatbn Span Max. "-- Deft Location to Span 1.487 3,615 816 1788 Design 0 0.063 : 1 HSS4x4x3/8 2.136 k 34.065 k 404541 0.000 9 Span* 1 Summary of Massed Vakies hinex - Ma -Max 64% Mnx/Onxiga Cb Rm Summary of Shear ValllaS Va Max Vnx Vnx/Omega -2.51 .1,33 4.33 4/79 -5.69 -3.11 -111 -1.89 2.51 1.33 1,33 0.79 5.69 3.11 3.11 1.89 24.50 24.50 24.50 24.50 24,50 24.50 24.50 24.50 14,67 1.00 1,00 14.67 1.00 1,00 14.67 1.00 1,00 14.67 1,00 1.00 14.67 140 1.00 14.67 1.00 1.00 14.67 1.00 1.00 14,67 1.00 1.00 0.95 0.79 0.44 0.41 2.14 1.80 0.99 0.96 4G+S#1 1.04 116 aoo 2.32 265 -0.00 Load Combination 1 0.1876 2 0.0000 6.963 6,963 413+8+H 56.89 5639 56.89 56.89 56.89 5839 56.89 56.89 34,07 34.07 34.07 34.07 34.07 34.07 34.07 34.07 Max. *+" Dell Location in Span 0.0000 0,000 -0.0436 3250 ANF & Associates Consulting Structural Engineers 9420 Te!star Avenue, Suite 118 El Monte, CA 91731 Tel 628444841182 Steel Beam Lie.. 4 : KW0600C9S3 Description : HOW LOADS CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties . Project rime: En inset: Dew: Project ID: 14,4111 cp NOW: 18 ui+20t4, s ws=C:tllrersS Ifs t1ENElt �1111911.ies ENERCAI.C, iPK 10 2014, 6ui>a6.1410, ve iL143.28 Licensee : ANF 3 ASSOCIATES Analysis Method : Allowable Strength Design Beam Bradng : Beam bracing is defined as a set spacing over ail spans Bending Axis : Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths; - Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksl First Brace starts at 0.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 7.0 ft Applied Loads Load(s) for Span Number 1 Point Load : D=0.440, S=0.640kt Pdnt Load : 0 = 0.440, S = 0.640 kill Load(s) for Span Number 2 Point Load: D=0.220, S=0.320kt6! DESIGN:SUAMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn 1 Omega : 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 Spin-121e0 ft r1ss4x4e Sport. 3.250 ft H334x<4la Service Toads entered. Load Factors will be applied for calculations. 3.50 ft 9.501t 3.250 ft �._....--� 0.213: "1 HSS4x4x3f8 3.129 k-ft 14.668 k-ft +O+S+H 0.000ft Span # 1 Maximum Shear Stress Ratio= Section used for this span Va : Applied Vn$Omega-: Allowable Load Combination Location of maximum on span Span# where maximum occurs 0.061 in Ratio = 2,521 -0.013 in Ratio = 6,214 0.102 in Ratio * 1494 -0.021 in Ratio = 3683 Maximum Forces & Stresses for Load Combinations Load Coition Max Stress Ratios Segment Length Span 4 M V Mmax + Mmax, Ma -Max Mnx Mu/Omega Cb Rm Va Max Vax Vnx/Omega Design 0 _...0.034 1 HSS4x4x318 1.167 k 34.065 k .O+S+H 0.000 ft Span it 1 Stoney of Moment Values 404H Degn. L = 6.96 ft 1 0.087 0.014 0.51 Dsgn. L= 5.79 ft 1 0.049 0.012 0.60 Dsgn. L= 1.25 ft 2 0.049 0.006 -0.00 Degn. L = 2.00 ft 2 0.030 0.006 40+S+H Dsgn. L= 6.96ft 1 0.213 0.034 1.25 Dsgn. L= 5.79 ft 1 0.120 0.029 1.47 Dsgn. 1= 1.2511 2 0.120 0.016 -0.00 Dsgn. L = 2.00 ft 2 0.074 0.016 Overall Maxlreum Def)ectlons . Unfactored ds . Load Combination Span Max. '- Del Location in Span 4D+S+H 1 0.1024 2 0.0000 Summary of Shear Vaiues -1.27 1.27 24.50 14.67 1.00 1.00 0.48 56.89 34.07 -0.72 0.72 24.50 14.67 1.00 1.00 0.40 56.89 34.07 -0.71 011 24.50 14.67 1.00 1.00 0.22 56.89 34.07 -0.44 0,44 24.50 14.67 1.00 1.00 0.22 56.89 34.07 -3.13 3.13 24.50 14.67 1.00 1.00 1.17 56. 34.07 -1,76 1.76 24.50 14.67 1.00 1.00 0.99 56 34.07 -1.76 1.76 24.50 14.67 1.00 1.00 0.54 56.89 34.07 -1.08 1.08 24.50 14.67 1.00 1.00 0.54 56.89 34.07 Load Combination 6.963 6,963 40+S4H Max. Dell Location in Span 0.0000 0.000 -0.0212 3.250 AtJF & Associates Consulting Structural Engineers 9420 Telstar Avenue, Suite 118 EI Monte, CA 91731 Tel 626-448-8182 Steel Beam , Lic. # : KV44E000953 Deseriptlon': HOW LOADS Vertical Reactions • Unfactored Load Combination Sup tveralllilkGrnum Overall MU9in um 4C+S+H 45'd7 4x4 Support Support3 1- 0.825 0.6Z5' 1533 Project Title: Engineer: Project Descr: Support aota5on : Far lett is #1 PmectlD: l q eR-5 Prrard 1$JUg2014, &MA fl =cU IDANNYe•1iWOGUME-liateR%-R14g1t:ec6 ENERCALC1H0.1 2014, ullitfi#125,Va414.1 8 Licensee : ANF & ASSOCIATES Values in KIPS ttpfrO- Vett.ri r L 14i 45.1i a d,3a #0.2, D . 4,o, < f CO Tel: (6261 4484182 ANF & ASSOCIATES Fax. (62 448.8092 . cow Strachwal Engineers emu: Ian chalet +1420 isitar Aye , Suite 118, E1 Mate, CA 91X31 Ap JOB No.. t it _I I oy DATA ix? (4;j c. !4 0:4:- ( (to-Z2c. phsei en. R.6. OC kin 0.00 "4,4 1..3 + OA''� ty N GAS let ett, 4, 1 an, 50146►1 exi,„„f iv4, 4090-. - q.sk4.6e C iX4' $''' 'a' t„47 4 A t2. Alt 44*11- Ica c/o's ?At's v 44.49s. t`. 4ti,/ 4?, e:0 = fv,2ctt {� A (( �� = � w t7G3�7 � t'l 1 N -4ck = 3:5- :9449'11'. -1145 -Cb •i4k) '1.16 MI rs Z. a g) vt' tivokto t? <1•41 lei. 44841tn A & ASSOCIATES : �5 0e C useltib* Structural &gineen t:12$ 'maw Annie, Srite 11$, El Morte CA 01731 CilVse4S OyNf DATE SH.--- I cift1 7 . Laeu-f, Eft Lam Z 5 — $_,273 -77= P 4P5 10 MICH* -z29 = fcp1 & is n. 5 'Of ~ `• 4r/^ . -- 2P.g3 G =-2:t5H-r= L33 t.94/704 los ANF & Associates Consulting Structural Engineers 9420 TelslarAvenue, Stile 118 B Monte, CA 91731 Tel 826-448-8182 P►ojectidle: Engineer: Protect Descr. General Section Property,,Calculatcir.. Lic # : KW-06000953 Desc di Lion : Bent plate Channel shape Thal Section Properties Protect ID: t i Mott wont xst • Fie ■ O sPONYO,11Gt1CU M -flE 1.164-114911.ec6 _:. ; t3J RCALC, N .°1983. eWI4B.IA.12A Ved14.1,18 Total Area 11.719 in"2 Calculated final C.G. distance from Datum: X cg Dist. -0.4640 in YcgDist. 0.0in Edge Distances from CG. : +X 0.6515 in -X -3.349 in +Y 12.001 In -12.001 in Ixx = •811.43 in"4 lyy = 11.435 in"4 Sxx: -Y 67.616in"3 Sxx:+Y 67.616In"3 Syy : - X 3.415 In"3 Syy : +X 17.551 in"3 r roc 8.321 In rri •0.9876in Genial :Shapits - Licensee : ANF & ASSOCIATES Rect :1 Height = 24.000 in Width = 0.375 in Rotation = 0 dec CCW Area = 9.000 InA2 Xcg = 0.000 in boc = 432.0001n"4 Sxx = 36.0001n"3 Rxx = 6.928 in Ycg = 0.000 in tyy = 0105 In"4 Syy = 0.5631n"3 Ryy = 0.108 In Rect : 2 Height = 0.375 in Width = 3.625 in Rotation = 0 dec CCW Area = 1.359 In"2 Xcg = -2,000 in Ixx = 0.016 104 S1 x = 0.085 In"3 Rxx = 0.108 in Ycg = 11.813 in Iyy = 1.489 In"4 Syy = 0.821 InA3 Ryy = 1.0461n Red : 3 Height = 0.375 in Width = 3.625 in Rotation = 0 dec CCW Area = 1.359 inA2 Xcg = -2.000 in In = 0.016 in"4 Sxx= 0.085 in"3 Roc = 0.108 in Ycg = -11.813 in Iyy = 1.489 inM Syy = 0.821 in"3 Ryy = 1.046 in Jr'r G-0 31 74445s 1455 r Z4,gx g be,diNo ti9 M; 4413-0182 ANF &AssocurEs F** _R404092 runaultiug Structural &Own Voss8EbfJLDd 9420 Velscir Avow, Silk 118, El Mode, CA 101/31 (i4) --roo&- beltiii 4 5k5k) totlo or-fPN (p) Ciftserl V =19 c 1.1 Joe1IOU BY 01 DATE SH. e) 3J3L te e)a.s- kuf • 2..g• /ye s--- .= k k F (II LeAt9 0 Iv 6-v-r5 CLAW ft;) 4.4-01.40) 3-1 attp-r a-g. 50 err- /4-54E 1-10 v 11- (/= /to t-11)/4 kI =.9.2-s-(-71e, COM( fAi z 2.01 Aydit G7/705“4„rec kt_ = '9.9 c Iwo.* 3 kzt- 41. 2._ or 42 k iotti PS6a I C4)2n.-(4,1, S5)(e) .9) 2.5 1 13. (POT It •% • ger rz +.11- ,84? ej• fa (4cp CiPZ z4.07(. rOz 3i4 ?cf.- Tel: 6z &8182 ANF & ASSOCIATES 'sz: (62 44448.8042 Cowutg Stractwral Engineers : iurn648 pubell nt 942S Tekar Arose, Salts 118, El Monte, CA 91731 (61,4 q5S l46X/b Jos NO 1"1J ew Dy DATE $H.•,----OF. —�� 378 c'ivcte,c-, Perto # Venri Lotro 140(1-11- Lev-6 . ►t� + a, '=. .19o.c < I . o o. k . Cyaic u- (V r ) _e41175 cp-I• -O fem.- A,''&D5 PEs ut_ J 1 t 'rt'?N c: L ; R 505 lue 0,4 96s = o. 51 / pose c � z s t = 2 ..c 0 46 •5)6/50 . 61.PL (is) w? Or top cue 1-5?ifF LV two 640.0 61cTrrt-/D K. ' tL : ..+4? 14- 2.) Wto g 7.7 a 10 1.4060 21. 2. (s-F 7 0 -4 4,5,. lc.xwo Lew qt twe''"� 5 f(f) 1.11t(7-g3= "2-S-5 Ci(F. s ,ta?"4"t-q12 6-1° . ANF 8, Assodates CcesuKing Structural Engineers 9420 Teistar Avenue, Suite 118 El Monte, CA 91731 Tel 626-448-8182 Steel Beam Lic, # : KW-0600953 Project Tdiez Engineer Project Dem: Description Tube beam supporting new canopy (Hatt loath) CODE REFERENCES • - Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Propeitles • protecto e'IrT No 3 043014 MaltIPW, ertt-VOCUITMOItICI :-?-,ENERCALtifttatat2014 itt Licerise:? ANF e. ASSOCIATES Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis „Mi,weods 13endIng_ Load Combination DiDAge0.1) Fy : Steel Yiekl 50.0 ksi E. Modulus 29,000.0 hi y Applied Loads • Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.10, S = 0.10, W = 0.310 ktil, Tdbutary Width = 1.0 ft DEsip.ivpmwrARY Me3dmurn Banding Stress hatio. = 0.340 : 1/ Maximum Shear Stress Ratio = Section used for this span H5S14x10x3/13 Section used for this span Ma :Applied 43.254 k-ft Va : Applied . Mn / Omega : Allowable 127,245k4t \trilOmega ; Allowable Load Combination Location of maximum on span 18.585ft Location of maximum on span Spent where maximum occurs Spanli . Span # where maximum ixeurs Maximum Deflection Max Downward LfLr+S Deflection 0.354 In Ratio = 1,122 Max Upward L+Lr+S Deflection 0.000 In Ratio = 0 460 Max Downward Total Deflection 1-04 In Ratio = 274 Max Upward Total Deflection 0.000 In Ra110 = 0 <180 ritiotinitad foicsitia Stresses frifLoad CoiablrietiOris, Load Combination Max Stress Rabos Segment Length Span it M V 4044 Dsgn.1.= 33.17ft 1 40+94H D5gn.1.= 33.17ft 1 413460Y/41 Dam. L = 33.17 ft 1 +040.750L+0.75013000.450W41 D5gn. L = 33.17 ft 1 0.340 0.046 4325 Overall Maximum Deflections - Unfactored Loads„ • , Load Comblnerfon Span MAX '-' Deft Loordion kr Spar trmiCombinaton Surnexayof Moment Values Design 0 0. . 046 - 1 HS$14x10x3/8 5.216 k 112,251 it +D40.750L+0750540A50W411 0,000 ft Spent t Mmax Load Combination 40+0,760L+0.750640.450W4H 0.108 0.015 13.75 0.216 0.030 27,51 0109 0.042 39.33 Wax- Ma -Max My Mny/Ornega CO Rm 13.75 212,50 127.24 1.00 1.00 27.51 212.50 127.24 1,00 1.00 3933 212.5e 127.24 1.00 1.00 43.25 212.50 127/4 1.00 1.00 Suns* iftliirlirkals--- Va Max Vny VnylOmeja 1.66 187,48 11226 3.32 187,48 11226 4.74 161.48 11226 5.22 187.48 112.26 ci+w ,fertical lieactiont LAW Combination overall MAXionan Neal AMNimum D Only S Only W aaly D+S D+W 1 1,4536 16751 Linfactored- Supped I Support 2 6.800 6800 1.659 1.659 1.659 1.659 1.659 1,659 5.141 5.141 3.317 331/ 6.800 6.800 Support notalion; Met is in Max. Dell tocatIon in Span 0.0000 actoo Values in KIPS ANF & Associates Consulfing Structural Engineers 9420 Telstar Avenue, Suite 118 El Monte, CA 91731 Tel 626448.8182 StBeaniwi'Yorslopa! Lit. tt • KW-06000953 Description : Tthe beam supporting new camp/ (vertical leads) CODE REFERENCES' Project -rifle: Engineer Project Descr: Proiect ID: (4.LI '5116*-1- I Z PrIalst 3 012014, ilkONA OtliserSTORP'11DOCINE-1100,01-14411t0C6 .ENEROAL4910.-19133.2014atikk&14.126rVer644.125 Licensee : ANF & ASSOCIATES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Settings . • Analysis Method : Allowable Strength Design Beam Bracing: Beam Is Fuly Braced against lateral-torsicn buckling Bending Ms: Load Combination ASCE 7-10 Beam self weight calcu- lated. and added to loads - Load for Span Nurnber 0 Uniform Load: D = 0.20, S= 0.080 kfft, Tributary Width = 1.0 ft LIESIGNSUMMARY• • Max. Flange Normal Stress Ratio = Flange Normal Stress Phi vn : Flange Normal Stress 32.89 ksi (Phi hinaxx) Max Mu : Applied Section used for this span ' Load Combination Fy : Steel Yield: E: Modulus : 46.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Ratio = Max Upward L+Lr+S Deflection Ratio = 46.50 k-ft HSS14x10x3/8 404S+11 0169 in 2355 0.000 in 0 <360 Maximunt Forces &Stresses:for Lead C44nbinations Load Combination Overall MAXimum Envelope Osgn. L = 33.17 It 0.203 46.50 5.61 6.665 4D4H Dsgn. L: 3317 ft 0.203 35449 4.28 6,665 4044+4 Dsgn. L = 33.17 ft 0.265 46.50 5.61 8.732 4040.750L40.750640.450W41 Dsgn. L = 33.17 ft 0.250 43.75 5.28 8.215 OV�rall Maximum Deflectiens Unfactored Loads' Lead CW01811011 Span Max. ':Deft Location in irTaiiLoad Ccnnadon - Maximum Shear Stress Ratio = Flange Shear Stress Web Shear Stress Vn/Ornega : Allowable Section used for this span Load Combination Maximum Rotation = Max Downward Total DellecUon Max Upward Total Deflection Design 0 0.000 : 1 0.00 ksi 0.00 ksi 0.00 ksi HSS14x10x3/8 0.0000 deg at Ratio = Ratio 0.00 ft 0.714 in 557 0.000 in 0 <180 Max Stress Bending Max Flange Normal (ksi) Ratio Mu (kft) Vu (k) Total Aloe Ratio Dr4.+S . .VertiCal Reactions • Lod Combination 32.890 0.203 32.890 9/03 32.890 0.265 32.890 0.250 Flange Shear (ksi) Total Alm Ratio 16.527 16.527 16.527 16.527 1 0.7141 Untactored • . SupportStpC#1 SuptXt 2 5.607 5.607 4.280 4.280 Overall MAXImum DOnly 16.606 Web Shear (ksl) Total Allow Ratio 16.527 16.527 16.527 16.527 Max. NI' Dell Location in Span 0.0000 0.000 Values in KIPS ANF & Associates Corisultiag-Saudurt0 Eriptearti 94zo TelstwAvenue. SiAte 118 MonkCA 9131 Tel 626.448,11182 *Res Ppilgr.:,;,:v T!..Pri1411,9711414P,„ FIN-001;0953 Description T beemsepOsang MOW' eiroOpy (*Deal bads) Vittleal-Reactionsi Ihfackired Load Combindos Sepoot Suwon 2 4.327 1.327 5.607 5.601 On/ D+1...S Project Title: Englneer Pm ect.Dascr: promo: 14431( °VaalPi3 Kink& 1.111144141rt07* 000100104Y- .ENERced.c, 4�. PJ$14VaM4t2 Licensee A NF & ASSOCATES Values in KIPS Jos No 1 � I / i ANF#ASSOCIATES ,Ta e 44:191$2 8Y by COasat1 Shadowed Ensbnen &md: inli$¢abtJlAt N21 Tatar Amur., s5tilta 118, FASIonte, CA 91731 pint)/3e-frii (if f*J0 x37 5re-. APO s DATE $H. Or 44- izb Ik3-G'414 &sell $tetii4 IQ 'tic bc-r•ro (e) 445 /4,x/4)(N Li-rt Loto N),36",eGo.rr f �f t°x12- _ -- L to pi-F. 2X fj- • S77 ,7 3 Q �� 51v U2 4 x ,5?7 khNo = .su r.x r3.5 #42,7c. 8 x 6 (l�rv� 51 /e r � 4-se Nfri g q' --is- ce_ t co -Fe)"... htiotki51iez6titT5 '61 ANF & Assodates Consulting Structural Engineers 9420 Testa Avenue, Side 118 El Monte, CA 91731 Tel 8284484182 Steel Beam Lic. # : i4W-O30009.53 Project Title grigineer: Il!esct'. Description Dann between a HSS14X14X318 COLUMNS AT TOP OF HANGER RODS (vert bads) CODEREFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Proparties Analysis Method Allowable Strength Design Beam Bracing : Completely tlnbraced BendingAxis: Major Axis Bending Load Combination ASCE 7-10 Protect ID: fort ciP r'Mielat 18'JUN 201411:15AM Fie 4 C.11ke sfDANiYj 00CUlvt RcA-nu011.ece Male, INC. ' 3-21i4: 1,Z$,Vi MAX Applied Loads Beam self weight calculated and added to toads Uniform Load: D= 0.1670, S =0.1690 kflt, Tributary Width=1.0 ft . DESiSkSt/ififilifY, Maximum Bending Stress Matto _ 0.392:yt� Section used for this span HSSf2 c8x37 fMa: Applied 47.688 k-ft Mn t Omega : Allowable 121,857 k ft Load Combination +D+0.750L+0.7505+0.450W Location of rnaadmum on span 16.710ft Span # where Ma xkiium ocxurs Maximum Deflection Max Downward L+Lr*S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection (Maximum ForassA.Striaasa for Load.Cblribina Load Conabirialon Max;56fess Ratio's SagrnentLenglh Span M V +D+0.60W+H Dsgn. L = 33.42-it 1 0247 0,028 +0+0,7501.40.750540.450W+11 Dsgn. L = 33.420 1 0,392 0.045 +0,60D+0.60W+4.60H Dsgn, L = 33.42It 1 0:148 0,017 - Overall 'Mayhem Deflections- Unfactored Loads.. Load Combination` Span Max. v` Dell Span # 1 Licensee : ANF 8 ASSOCIATES Fy : Steel Yield : E: Modulus : 46.0 ksl 29,000.0 ksl Service Toads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Va : Applied Vim/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000' in Ratio 0.000 In Ratio= 1.429 .h Railo 0.000 in Ratio = 0(360 0 <360 281 0 i180' Design OK 0.045' : 1 HSS12x8x3/8 5.708 k 120.352 k +0+0.750L+0.750510,450W41 33.420 ft Span # 1 Mmax.a. 29.99 47.69 18.00 Slummy di Values Summary of Shear Values Mmax- Ma -Max Minx Mnx!0mega Cb Km Va Max Vnx Vnx/Omega, 29.99 203.17 121.66 1.14 1.00 3.59 211.01 126.35 47.89 203.17 121.66 1.14 1.00 5.71 211.01 126.35 18.00 203.17 121.66 1.14 1.00 2.15 211,01 126.35; Location in Span +0+S+H 1' 1,4292' 16.877 vertical Reactions . Unfactored . Load Combination Support Support 6.414 6,414 3.590 3.590' 6.414 6.414 3.590 3.590 5.708' S.108 3.590 3,590 tivetmt 1i4A)Orrrum- Overall MONimum D+0.6001+H 4D+0.750L 4.7505+0.450W+H D only L Only Load Cornbinalion Max. "+" Doff Location' in Span SUppoif notation : far left is #1 0.0000 0.000 Values in KIPS lead Combine6on ANF & Associates Consulting Structural Engineers 9420 Telstar Avenue, Suite 118 El Monte, CA 91731 Tel 626-448-8182 Steel Beam Lic. # : KW-06000953 Project Title: Engineer: Pro act Deescr: Description : -Seam between existing HSS14X14X318 COLUMNS AT TOP OF HANGER RODS (port loads) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7.10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination ASCE 7-10 ProectID; rT?(f Phi 1e JUNeel4,11:151W Fib *.t ltlsereiDANNV-1000.1efigEROC:iMel1.ee6 Alt INC.13832014;1416:14.1.21, Vid.14.1.28 Licensee : ANF & ASSOCIATES OfQ0r11610.0661_1160,1681 Fr Steel 1'leld : E: Modulus : 48.0 ksi 29,000.0 ksi • Applied Loads • • Span. 33.170 n Msa 12x6K3/6 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to bads Uniform Load : D = 0.0730, S = 0.0960, W = 0.1690 laft, Tributary DESIGN SUMMARY .• Maximum Bending Stress Ratio _ 0.429:1 Section used for this span Ma : Applied 37.185 k-ft Mn / Omega : Allowable 86 740k-ft Load Combination 4D40.750L40.760S40.450W+f Location d maximum on span 18.565ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Dowmvard Total Deflection Max Upward Total Deflection HSS Maximum Forces'S Stresses for Load Coniliinl MaxStress Roles Width =1.0 ft Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Qmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio 0.000 in Ratio 1.828 in Ratio 0.000 in Ratio = ns 0<360 0 <360 218 0 <180 Design OK 0.056 : 1 HSS12x8x318 4.484 k 80.208 k +040.750140.750S40.450W41 0,000 ft Span #1 Summary of Moment Values Segment Length Span # M V Mmax + Mnax.- Ma - Max Mny Mny/Omega Cb Sunsnary of Shear Values Rm Va Max Vny Vny/Omega 4D40.60W4H Dsgn. L = 33.17 ft 1 0.352 0.046 30.58 4D40.750L40.750840.450W4♦i Dsgn. L = 33.17 ft 1 0.429 0.056 37.18 40.60D+0.60W40,60H Dsgn. L = 33.17 ft 1 0.278 0.036 23.92 Qverall Maximum Deflections = Unfactorad toils- ., ' 30.58 144.86 86.74 1.14 1.00 37.18 144.86 86.74 1.14 1.00 23.92 144.86 86.74 1.14 1.00 Load Combination Span Max, '.' Del Locaton in Span 4040.750140.750S40.450W+H 1 1.8284 16.751 Vertical Reaction,-,Unfactored Load Combination Support 1 Support 2 Overall MAXlmurn Overall MINimum 4046411 4040.60W4H 4040.750140.750540.450W4�H D Only Lary Load Combination Supportnotation Far lath al 3,69 133.95 4.48 133.95 288 133.95 80.21 80.21 80,21 Max '+' Defl Location in Span 0.0000 0.000 Values in KIPS 4.484 4.484 2.004 2.004 3.629 3.629 , 3.688 3.686 >t" ` °t 4,484 4.484 2.004 2.004 J1t#1., + Ve►4l 0#40 ` 5 1124-7I0 emilb .�0„9-74<1,0 Tel: (626) 448-8182 Artr& ASSBCILTES Fax:. (62 448-849s C m„yiag � � Ela ilabg� 00a f M/28 NeterMe Sake 111, El Mode, C& 11731 k fpNC eoittb` h,tAfca --` . JOH NO. Ytq[1 SY y 4to$I7?. 4?,6f" #r (01.14› t 44,6144i. g +Ior► 1.1 447 14"to4-)(4/4? 900 tra-2,4a. f47-F o.6 oft, - s (dovot,..04p14) P. 0.6 b #O-btu . �-�'S DATE sit, O HS- .r 400$16 2- 4240,<, C. L 'T t S 0)000 1-01-0 f.cp esue-,t, J./A."44 . V-rtm H 04 = . 9- -z = 3% ' kz.r. <z 1-1,0 ehrb X,540,6rco :StS) .o 17-= qh Ceft - 4cPz.) 2.?.1'(tip 44es) cr 3 e P 481922 ANF & ASSOCIATES Fa:t 1 2 as Con*ldne St ractaral Fngineen E41041114(480PiebeLlet 1 942$ Teisiar Avenge, & he 11i, EM Mite, CA 91731 2 - tio6 s tbz P6n4v6-7- 'ft4. Jos NO 14 9 r ► ay Dy DATE S1i. OF 112-$S014.33 ci a / * I 44/ r 4� pan t &yob t. ? S3 PE-514/4 fonitrrer tot 6p tl,G4o$‘4-44, S'"? .00_5 4 440.1- ell. (4'9'24 - 'Pei° (1.J?2,) 940/y5114o 20051122...4,311-ii to.c Ittme "‘c la-- ei 0? ceru..0 -7720 0, k. ANTI' &AssocurEs rili21441:1141 Comaiking $Inicterai rag; suf16880parbetnet BY by 9428 Wynn- Monne, $uite 118, V Monts, VA 91731 UMW (67464 ki'+-11-tir-1-04o) (0 (2,5) DATE t geg $378, 1010x41, . La: e(v) R447 041.(a)c.;7/8. D LI= .s9-4 ((s70) •=- • ,5-1204 ( Ago) Ys% 7k342 ,e2A0 k pl+ ‘50- 42. Ti4. 6ref Crefv- (C.9$2-- + • (8) =•-• -2.1,24secr '2=7 -1(133 ) = 01-141,s1- 5qaci9 t4;10 Li4C)) A.NA-1159 QL AN & ASSOCIATES Tali.: (62 2 p coma* Structural Eiseman E-meill u�t1688@pube8.tst By !�► 942S Telitrr Anon, Stitt 118, El Moat e, CA :91731 Cti4C (E.) OS IL)413< 4 !/ 1. i ,JJ vYv v (6) OV-, 'II< 13(0 Dt 50 QL? 6 z ?c il ° l £ bo (tu4$o toss so t ,, ' Jos No. i' 9 I/ DATE Sm. tJ Oj Or r c151~� it 4- 2-(s/c.f. weft ef- ' - iwe -eiks95 e_jr*„. -1 - .art, iA d5 ANF & Associates Consulting' Structural Engineers 9420 TeWar Avenue, Suits 118 El Monte, CA 9171 Tel 626.448.8182 Steel: Descrlp6on : Ex1M'ng H8S14X6X3/8'(VERTICAL : L CODE REFERENCES' Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Materiel roPertl r:; Analysis Method Allowable Strength Design Beam Bracing : Beam Is Fully Braced against lateral -torsional buckling Bending Axes : Minor Axis Sending Load Combination ASCE 7-10 Applied odds 'f Beam salt weight calculated and added to loads Unhiorm Load : D = 0.210, S =0.090 Wit Tributary'Mdth =1.0ft Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location cf mardmum on span Span#where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+L,+S Deflection Max Downward Total Defection Max Upward Total Deflection 47.841 k-ft 62.587 k-ft +D+S4H 16.585ft Span# 1 Project Tile: Engineer Project ID: !f l Mod t 19 JUN1{II4 934AM 1114911 iw13,14.1.28 Licensee : ANF 3 ASSOCIATES Fy : Steel Yield E: Modulus i 46.0 ksl 29,000.0 ksi Service loads entered. Load Factors will be applied Maximum Shear Stress Ratio Section used for this span Va:Applied Vn/Ornega : Allowable Load Cornbinatior> Location of maximum an span Span # where maximum Doane 1.013 in •Ratio = 0.000 in Ratio = 1918 in Ratio= 0.000 In Ratio 392 0 <360 102 <180 0<180 r calculations. 0.101 1 HSS14x6x318 5.769 k 57.137 k 404S+H 0.000 f1 Span*t Maximum Forcrs'& Streak farxoaxi Comtjiffons'. Load Combination Max Stress Ratios Segment Length Span a M V Ifnsx + D+6+H Dsgn.L= 33.17f + D. 0.60W+H Dsgn. L = 33.17 ft +0+0.750L+0.750S40.4501/14f Dsgn. L = 33.17"ft 1 0.715 0.094 00011 Maodmum Deeflectlons i tli aliitlrl Lid Load Cc ntI a1Ici Span Ms 1 0.765 0.101 47.84 1 0,567 0.075 35.46 44,75 'Vertical Reactions': Jhfa ored Load Combineton Savory' Overall MAXimum 5.769' Natal MNknwm 4.277 4D+6.41 5.769 4040,60W+H 4.277 40+0.750140.750S+0.450W+H 5.396 3.9159 Support 2 5.766 4.277 5.769 4.271 5.396 Slsmnary'of Moment Values Wax . Ma Max May Mny/Ornega Cb 47,84 104.49 82.57 1.00 35.46 104.49 62.57 1.00 44.75 104.0 62.57 1.00 Rm 1.00 1,00 1.00 Summary of ShearValues Va Max Vny Vny/Omega 5.77 4.28 5.40 95.42 95.42 95.42 57.14 57.14 5714 Location in. Span Load Cuxnbinarxxr 16.751 Support notation Far left a#1 Max. Deft Location In Span 0.0000 0.000 Values In KIPS ANF & Associates Consulting Structural Engineers 9420 Te'star Avenue, Suite 118 Morde, CA 91731 Tel 626-448-8182 I Meet Beam Project Title: Engineer: Protect Descr Project 10: 16,37. a .4 HAW 2014, 9.aaN4 Lic. : KW-06000953 Description: Existing HSS14X6X3f8 (HORIZ LOADS) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Materitif,Pro000$ • • ••Fro.cuempANNytioovmElpEReknuaiteca. . .INERck.c.m062014;iiiittik : yeato.ta- Licensee . ANF & ASSOCIATES Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-10 • Fy Steel Yieid 46.0 ksi E: Modulus: 29,000.0 ksi IMO 31 •••• Uniform Load : W 0.30 k/ft, DEMOKSINWY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Con'iblnalion Location of mwdmum on span Span # where maximum occurs Maximum Deflection Max Downward L+1.r+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection • • Span • 33.1704 faSt40114/11 24.758 k-ft 131.527 k-ft +040.60W+H 16.585ft Span ft 1 Salvia) bads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va Applied Vn/Omega : Allowable Wad Combination Location of maximum on span Span $ where maximum occurs 0.000in Ratio 0.000 In Ratio " 0.896 in Ratio 12 0.000 in Ratio - Maitigitint Leadtortibilieff6i* - Load Combhation Max Stress Rifts 0 <360 0 <360 444 0 <180 Sunray of Moment Values Design 0 Segment Length Span # M V Mr= + Mmax - Ma -Max Mnx Mar/Omega Cb Rm 0.020 : 1 HSS14x8x3/8 2.985 k 149.423 k +1:40.60W41 0.000 fl Span $ 1 Summary ofSbear Values Ve Max Vox Var./Omega -0443 41 Dsgn. L .. 33.17 ft 1 0.000 4040.6DW4H Dsgn. L = 33.17 ft 1 0.188 0.020 24.76 4040.7501.40.750S40.450W+H Dag% L = 33.17 ft 1 0.141 0.015 18.57 Overall Maximum Deffe4fient&Ontetto* Lodi Load Combination Span Max. '." Dell location in Span : • 219.65 24.76 219.65 18.57 219.65 131.53 1.00 1.00 131.53 1.00 1.00 131.53 1.00 1.00 -0.00 249.54 2.99 249.54 224 249.54 149.42 149.42 149.42 Load Combination Max. to Dee Loudon in Span W Only -T 0,8900 16.751 0.0000 0.000 VOttliai ROadtOrit -.PlifeettOrOd", `';`'.....:.':. ' ' '' Support notation : Far left Is 61 Values in KIPS Load Combinallon Support 1 Support 2 - Natal MAXimum 2.239 2.239 Overall MINirnum 2.239 2.239 4040.750140.750S40.450W+H 2.239 2.239 dottleottifev 6010011. 5-rwsdass: 0,15-3 ey-K. ANF & Associates Consulting Structural Engineers 9420 Tebit AVMS, Sulte 116 El Monte, GA 91731 Tat 628448-81132 Project Title: Engineer Project Descr Steel Bgeam • L;c. #: KW-06000933 Demotion : Existing HSS14 114 HOR1Z LOOS) CODE REFERENCES ' Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load CombIrtation Set ASCE 7-10 Matadi! Properties Protect ID: ItP3a Plated 11131.1N2014, 'WM t:1101:01410111-a114911.ece LiNcj't$41*iiaI14,t251 Liccnscc : ANF & ASSOCIATES Analysis Method: Allowable Strength Design Beam Bracing: BUM Is Fully Braced against lateral -torsional budding Bending Axis: Major Axis Bending Load Combination ASCE 7-10 WO Fy : Steel Yield E: Modulus: 46.0 bsi 29,000.0 ks1 Applied Loads _ . Uniform Load : W = 0.10 kilt, Tributary Width = 1.0 ft DiS/01;11LiAl1IAitt,f) Maximum Sending Stress Ratio Section used for this span Ma : Applied Mn / Omega: Allowable Load Combinaliat I.oCation of madmum on span Span # where -maximum occurs Maximum Deflection Max Downward L+LrfS Deflection Max Upward L+Lt+S Deflection Max Downward Total Deflection Max Upward Total Deflection 110814 8.252 k-ft 90.898 k-ft 4D+0.80W+H 16.5854 Spari # 1 HSS14:434/4 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Ornega Allowable bad Combination Location of maximum on span Span # where =Munn occurs 0.000 in Ratio = 0 <360 0.0001n Ratlo= 0 <360 0258 in Ratio = 155e O.= in Fteflo = 0 <180 Design OK 0.010 : 1 HSS14x8x1/4 0.9951 k 102.438 k 4040.60VV+1-1 IMO ft Span#1 MaOntmirokimak'Strilli#00 " Load .t.ar.nbliti01.11:: Load Combhation Max Seise Ratite SurnmayorMoment Values Segment Length Span # M V Mmax Wax- Ma- Max Mnx MaJOmega Cb Rm SIMIrffity of Shear Values Va fast Vim VxdOrneila 4046+11 asp. 1. • 33.17 It 1 0.000 4040.60Vi+H Dsgn. L • 33.1711 1 0.091 0.010 825 4040.750L40.750S40A50W4H Dlign.Lz 33.171 1 OAS 0.007 6.19 Oveiak MailinutnDeflections! Unfactored Loads Load Combination Span Max. "..* Deli Location al Span 151.80 90.90 1.00 1.00 6.25 151.80 90.90 1.00 1.00 6.19 151.80 90.90 1.00 1.00 -0.00 171.07 1.00 171.07 0.75 171.07 102.44 102.44 102.44 Load Combination Max. "4.° Dell Location in Span 40.600+0.60'N40.6011 1 02559 16751 Vertical Reactions UnfatPred • , Load Combination Support 1 Suppzet2 Support notation : Far lett is #1 0.0000 0.000 Values in KIPS Overall MAXImum Overall MINImum f0-4-41 4040.60W444 4040.750L40.750S40.450W+H 0,995 0.995 0.746 0.746 0,995 0.995 0.746 0.746 ANF & Associates Consltg Structural Engineers 9420 Telstar Avenue, Suite 118 D Monte, CA 91731 Tel 826-448-8182 Steel •Basin Lic, # : KW-06000953 Description : Existing HSS14X6X114 (VERTICAL LOADS) CODE REFERENCES. , Calculations perAISC 380-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Propertlea. Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Minor Axis Bending Load Combination ASCE 7-10 ij Project Title: Engineer: Project Descc Protect ID: (It PIMMek 19,1UN 2D14 4.3Wi wOI►c z ice+►-i 'aft it4Cz10A3.2o14, '- its 'aft Licensee : ANF & ASSOCIATES r• Applied Leads Dto.1515I0.0521 Unifoorm Load : D = 0.150, S = 0.0620 kilt, Tributary Width =1.0 ft Maximum Bending Stress Ratio = Section used for this span HSS14xxx Ma : Applied 29.157 k-ft Mn / Omega : Allowable 34;901 k-.ft Load Combination +D+S+H Location of maximum on span 16.5851t 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 Forcea.1•Stresse3 for Lead:Gorribinatioris`' Fy Steel Yield : E: Modulus : 460 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega.: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.983 In Ratio = 404 0.000 in Ratio' 0 <360 3.368 In Ratio = 118 <180 0.000 In Ratio - 0 <180 Load Combination Max Stress Ratios 0.086 : 1 HSSi4x6x1/4 3.516 k 40.826 k +D+S+H 0.000 ft Span # 1 Segment Length Span # M V Mmax + Summary of Moment Values Summary of Shear Valdes Mmax- Ma: -Max Mny NhylOmega Cb Rm Va Max Vny Vnyl'Omega 1.00 3.52 68,18 40.83 20.63 58,28 34.90 1,141.00 2.49 68.18 40.83 20.63 58.28 34.90 1.14 1,00 2.49 68.18 40.83 27.02 58.28 34.90 1.14 1.00 3.26 68.18 40.83 27.02 58.28 34.90 1.14 1.03 3.28 68.18 40.83 +04S+H Dsgn. L = 33.17 ft 4D40.60W+H Dsgn. L = 33.17 ft + 0-0.80W+H Dsgn. L = 33,171t 1 + 040.7501.+0.750540.450W+H Dsgn. L = 33.17 ft 1 40+0.750L+0.750$-0.450W4H 1 0.835 0.086 1 0.591 0.061 20.63 0.591 0.061 20.63 0.774 0.080 27.02 Dsgn. L = 33.17 ft 1 0.774 0.080 27.02 Overall Maxlmarn'Deflectlons-Unfactorecdl bads. r , _ Load Comb nation Span Max.'? Dell Ln a4on in Span 29.16 29.16 58.28 34.90 1.14 Load Combination Max. "+" Deft Location In Span +D+S4H 1 3.3676 18751 Vertical Reacttoee - ui>factored. Load Combinatbn Support 1 Support ()Aral MAXinum - 3.516 3.516 Overall MINknum 3.259 3.259 +D+S+H 3.516 3.516 40+0.7501+0.750S40.450W4H 3.259 3.259 Supportnote1Jon: Far left Is#1 0.0000 0.000 Values In KIPS iw e tam . a"g3s4-.091 Tas R/ Tio b, 724 < 1. 0 D.k.. Load Combination ANF & Associates Ccnsubing Sinuctura( Engineers 9420 Ulster Avenue, Suite 118 El Monte, CA 91731 Tel 62i 182 CAescdptlee : EXISTING HSS8X8X3l16 (VERT LOADS) CODE REFERENCES Calculations per>AISC 380-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material. Propet ,. Analysis Method: Allowable Strength Design Beam Bradng : Completely Unbraced Bending Axis; Major Axis Bending Load Combination ASCE 7-10 Project Title: EPneer rajet2 besot Pitied la I l l{ ( Fy: Steel Yield: E: Modulus : 46.0,ksi 29000.0ki �r Span •a117oa Hsss4xur6 Appll fade . Beam self weight calculated and added to loads Uniform Load: D = 0.070 kMt, Tributary Widih =1.0 ft DESSIGN.'SU#iMi4RX. •�; r , Maximum Bending Stress Ratio , 0.433:1 Section used for this span HSS8x8x3/16 Ma : Applied 12.324 k-ft Mn 1 Omega : Allowable 28.434 k-ft Load Combination +DM Locatlar of maximu m on span 16.585ft 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 Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio = 0.036 1 Section used for this span HSSBx8x8/16 Va : Applied 1.486 k VnlOmega : Allowable 43.009 k Load Combination 40+H Location of maximum on span 0.000 ft Span # when) maximum occurs Span # 1 0.000 In Ratio = 0.000 in Ratio s 1.560'in Ratio 0.000 in Ratio = 0<360 0 <360 255 0 <180 Maximum Forcos St►e s+es for toad Corr}bi Max Stress RatIos Summary cf Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mbnax - Me - Max Mnx MnxlOmega Gb Rm Va Mex Vox VnxltDmega +D*H Dsgn. L = 33.1711 1 0.433 0.035 12.32 +0+0.60W+H Daps. L = 33.1711 1 0.433 0,035 Overajf Maedmurn pellet icna -,Unfactored loads ; Load Combination Span Magic -* Del 12.32 1232 47.48 28.43 1.14 1.00 1.49 71.82 43.01 12.32 47.48 28.43 114 1.00 1.49 71,82 43.01 Location in Span Load Combination Max.'+ Dell Location in -Span D Only Vedic.! Reac )ors nfactored , Load Coniinalbn Suwon l Support 2 Overall MAXimum 1.486 1.466 Overall MNlmrrrn 1.486 1.486 +0•11 1.48e 1.486 +040.60W H 1.488 1.486 DO* 1.486 1.486 1 1.5595 16,751 0A000 0000 Support notation :Far teals #1 Values In t0PS ANF & Associates Consulting Stnic tt ral Engineers 9420 Telstar Avenue, Suite 118 El Monte, CA 91731 Tel 626-448 8182 .1. L c, # : KV'1 Oo000953 Description : BOONS HSS8XBX3i16 (HOR)Z LOADS) CODEREPERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Materiel Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 1' Project Title: Projki Desct; 4 wlo.le aim • 33.174f Heinti xLle `Appliedl.oads Beam self weight calculated and added to loads Uniform Load : W = 0.160 k/ft, Tributary Width =1.0 ft Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Spit! 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 • Proied iD: C L' l� 6 Primed 11-JJN 2414, WAN =Wsers10�NIV1fr 1 1t14911.ectl ACt tINC,d81Kfti rfd3 t 14.1:28 Licensee ANF & ASSOCIATES Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Service bads entered. Load Factors wifl be applied for calculations. 0.559:1 HSS8x8x3/16 15.900k-ft 28.434 k ft +D+0.60W+H 16.585ft Span #1 Maximum Shear Stress Ratio = Section used for this span Va Applied Vn/Omega :;Allowable Load Cornbinalibn Location of maximum on span Span # where maximum occurs 0.000 In Ratio = 0.000 in Ratio - 0.341 in Ratio = 0.000 in Ratio 0 <360 0 <3.60 1166 0 <180 Design 0 0.045 : 1 HSS8x8x3/16 1.917 k 43.009 k 4D+0.60W+H 0.000 ft Span # 1 • "Naxinium;Forces& Sfresses for LoatiCoin;StnaUbnJ;s Load Combination Max Stress Ratios Summery of Moment Values Summay-ofShear Vak*s Segment Length Span* M V Mmex + Mmax - Ma -Max Mnx-Minx/Omega Cb Rm Va Max" Vnx llnxl0mega. +D+H Dsgn. L e 33.17 ft 1 0.095 0.008 2.70 +D+0.60W+H 0sgn. L a 33.17 ft 1 0.559 0.045 15.90 Overall Maximum Deflections = _Unfactored Loads . Load Continatlon Span Max. "-' Dell 2.70 47.48 28.43 1.14 1.00 033 71.82 43.01 15.90 47.48 28.43 1.14 1.00 1.92 71.82 43.01 London in Span Load Combination Max.'+ Dell Location i1 Span 0 Only 1 0.3413 Vertical Reactions Unfactared Load Combination Support 1 Support 2 16.751 Support notation : Far Mt is/al 0.0000 Values in KIPS 0.000 Overall MAXknuan 1.917 Overal MINkm m 0.325 +D+H 0.325 +D+0.60W+H 1.917' D Only 0.325 1.917 0.325 0.325 1.917 0.325 ftPhil.)16,e• breftADirl 7n.41rts (ij a : + re* :a j Are & 44ASSOCIATES 1.61:11= tosittkingstructend Boomers "lih 9428 Wait Axone, Sake 118, El Moo* CA 01731 C4'ick (6) it4 tilla+ tutoo : tutNo temo Cot- ti-i-rtJ 41a JOB NO /4,1 I BY D DATE sti or C 45 _,L12_ tkiC 33. • kn. ..... V) gr- 14P‘1771.T(---4)(3-3orli) 91_,7(::.50.4--,oit4itii7 ij tato., 7}5-(ct410)(±:-Iig) trait OrritierS5 Airf 0 P-Avo totio 1:1# 0.1 *IVI$W &OAT, oNoi = Dt 4),70ti KS/ sr-ok. PL+ : xsof, + la 0-35 -‹ /4 Ce*0 e-09-5* „Is5+,45-14„) Por=4 ticrr qt0/404-1 A/WK. (-OW) v.. 2.72- 4-0 064' ANfalk 131clikto artxr DE-514N) ANF & Ass°elates Consulting Structural Engineers 9420 Telstar Avenue, Suite 118 8 Monte, CA 91731 Tel 626-448 3182 Steel,Beain Description : EXISTING HSS14x14X318 COLUMN PrmjdctTitle: Mtneer:Descr: Ca(-7 I -MO Gy CODEREFERENCES Calculations per AISC 380-10, IBC 2012, ASCE 7-10- Load Combination Set : ASCE 7-10 Material • AnalysisMethod : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-10 Unbriaii14nat117.a:y, 3: Fy:Steel Yield : E: Modulus : Span # 1, Defined Brace Locations, First Brace at 10:870 ft, Second Brace at 0.0 ft, Thud Brace at 0.0 ft Span # 2, Defined Brace Locations, First Brace at 5.840 ft, Second Brace at 7.840 ft, Third Brace at 13.840 ft K Applied Loads' Load(s) for Span Number 1 Pont Load: W = 3.720 k 0)10.670 ft Load(s)forSpan Number2 Point load: W=3.270k(115.840ft Point Load : W =1.690 k a 7.840 ft Point load: W=4.880k13.840ft DESIGN -SUMMARY _; ; a Tu: Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn 1 Omega : Allowable Load Combination Location % 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 Span a 18.60 ft HS$1404X 5 W13.72) WN's..27) Wl1 eO) Project ID: (Ltti f j C ,POriot 19A 2S14,1a44W Licensee ' AN . ASSOCIATES 46.0 ksi 29,000.0 ksi Span =40,170 HSS14a14x31e Y 4•sal Service loads entered, Load Factors will be applied for calculations. HSS14xT 59.931 k-ft 184.778 k-ft +D+0.60W41. 16500ft Span 91 Maximum Shear Stress Ratio = Section used for this span Va : Applied VnlOmega : Allowable Load Combination Location of maximum on span. Span #where madnium occurs 0.000 in Ratio = 0.000 in Ratio 1.957 in Ratio -0.150 in Ratio = 0 <360 0 <360 247 1321 Maadinunl.Forces,&S>stesses!or Lead cginbinattons Load Comtina4on Max StressRatios Segment Length Span It M V +D4/1 D9gn. I. = 10.66 ft 1 Nun. 5.84ft 1 D9gn. I. = 5.7411 2 Dsgn. L is 2.02 ft 2 Drign.L= 8.05ft 2 Dsgn. L = 6.36 It 2 4041.44 Ds n.L= 10.66ft 1 Dsgn. L = 5.841 1 Dsgn. L = 5.741 2 Dsgn. L = 2.02 It 2 Dsgn.L: 8.05ft 2 Dsgn.L= 6.36ft 2 404Lr+H Degn.L= 10.66ft 1 Csgn.L= 5.84ft 1 Design 0 0.040. 1 HSS14x14x3/8 5.904 k 149.423 k 404060W+H 16.500 ft Span # 1 1111nax + Summary of Moment Vak>es Summary of Shear Vekrea tsx- Me -Max Mra M xi0mega Ch Rm Va Max "Mx Vrou'Omega 0.000 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 0,000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0,00 249.54 149.42 0,000 308.58 18438 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 4.00 1.00 -0.00 249.54 149.42 0.000 308,58 184.78 1.00 1.00 -0.00 249,54 149.42 0.000 305.58 184:78 1.00 -0:00 249:54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1,00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 1.00 -0.00 249,54 149.42 0.000 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 ANF & Assxiates 9420 TelsISAVerittei, Siite 118 El Motile, CA. 91731 Tel626448-8182 �l tTitle:Prefect Deem EXSTING'HSS14X14X318 COLUMN Load Cbmt4nation Segment Length Span* [fin. L= 6,74 ft 2 Dsgn. L = 2.0211 2 Dsgn. L= 1105ft 2 Ow. L= 8 ft 2 +04841 Dsgn. L = 10.66 it 1 Dsgn. L = '5.8411 1 Degn. L= 5.741t 2 Dsgn. L = 2.02 ft 2 Dsgn. L= 6.0511 2 Dsgn. L = 8.36 ft• 2 .0+0.750Lr40.750LH Dsgn. L = 10.08 ft 1 Dsgn.L= 5.8411 1 Dsgn. L= 5.74 ft 2 Dsgn. L = 2.0211 2 Dsgn. L as 8.0511 2 Dsgn. L = 6.38 it 2 +0+0.750L+0.75034H Dsgn. La 10.681t 1 Not L = 5.8411 1 Dsgn. L= 5.74ft 2 Dsgn. L = 2.0211 2 Dsgn. L = 6.0511 2 Dsgn, t= 11.36It 2 4D40.60W4H Dsgn. L = 10.6611 1 Dsgn. L = 5.84 ft 1 Dsgn. L= 5.741t 2 ' Dsgn. L= 2.02ft 2 Dan. L = 8.051t 2 Dsgn. L= 6.36ft 2 4040.70E+ 1 Dsgn. L = 10.66 R 1 Dsgn. L = 5.841t 1 Dsgn. L = 5.7411 2 Dsgn.1= 2.02* 2 Dsgn. L 6 2 L* +D+0.750tr+0.750L40.450W4H Degn. L = 10.66 ft Dsgn. L= 5.84t Dsgn.L= 5.742 Dsgn. L= 2.02ft Dsgn, L= 8.0511 Deign, L = 6.38 ft 4040.7501+0.750540.450W+H Dsgn. L = 10.66 R 1 Dsgn. L= 5.8411 1 Dsgn. L = 5.741t 2 Dsgn. L = 2021 2 Dsgn.'L= 8.051t 2 +0400..7501.40.7508405250E+H 2 Usgn.L= 10.66ft 1 Dsgn. L = 5.841t 1 Dsgn.L= 5.7411 2 Dean. L = 2.0211 2 Osgn.L= 6.051t 2 Degn.I.= 6.3611 2 40.600+0.80W40.60H thgn. L= 10.66 it 1 t val= 5.84 R 1 Dsgn. L= 5.74 ft 2 psgn.I. = 2.0211 2 Dgn.L= 6.05ft 2 Dsgn. L= 6.36 ft 2 +0.6CO0.70E+0.60H Dsgn. L = 10.66 ft 1 Max Stress Ratios pro 1D (*If wine* 19JUM 2014, ! 7'. '.0 f .1: Ei''' ..fit. 411: Licensee : ANF & ASSOCIATES Summary of Shear Values M V Mmax + Mmax • Ma - Ma* Mnx Nix/Omega CI) Rm Va Max 1mx Vrea Dmega 0.164 0.324 0.324 0.141 0.097 0.000 0.000 0.000 0.000 0.000 Surnntariet Moment Values 308.58 184.78 1.00 -0.00 249.544 149.42 308.58 184.78 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 -0.00 249.54 14942 308.58 184,78 1.00 -0.00 249.54 14942 0.000 308.58 184.78 1.00 1.00 -0.00 24954 149.42 0.000 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 306.58 184.78 1.00 400 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 1.00 -0.00 24954 149.42 0.000 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 0.000 308,58 184.78 1.00 .0.00 249.54 14942 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184,78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.001.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 0.000 308.58 184.78 1.00 43.00 249.54 149.42 0.000 308.58 184.78 1.00, -0.00 249.54 149.42 0.000 308.58 184.78 1.00 -0.00 249,54 149.42 0.019 0.040 0.040 0.040 0.026 0.020 0.000 0.000 0.000 0.000 0.000 0.000 -000 -000 -0,00 -0,00 -30.32 30.32 -59.93 59.93 -59,93 59.93 -26.04 2604 -17.89 17,89 .0.09 0.09 1 0.123 0.014'.-22.74 22.74 1 0.243 0.030 -0.00 .44.95 44.95 2 0.243 0.030 -0.00 -44.95 44.95 2 0.106 0.030 -0.00 -19.63 19.53 2 0.073 0.020 -0.00 -13.42 13.42 2 0.000 0.015 -0.07 0.07 0.123 0.014 22.74 22.74 0.243 0.030 -0.00 -44.95 44.95 0.243 0.030 .0.00 -44.95 44.95 0.106 0030 -0.00 -19.53 19.5.3 0.073 0.020' -0.00 -13.42 13.42 0.000 0.015 -0.07 0.07 0.164 0.324 0.324 0.141 0.097 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.019 0.040 0.040 0.040 0,026 0.020 -0.00 -0.00 -0.00 -0.00 '3032 30.32 -59.93 59.93 -59.93 5993. a2104 26.04 .17.89 17.89 -0,09 0.09 308.58 184.78 1.00 1.00 2.84 249.54 149.42 30858 184.78 1.25 1.00 5.90 24954 149.42 308.58 184.78 1.00 5.90 24954; 149.42 308.58 184.78 1.00 5.90 249.54 149.42 30858 184.78 1.00 3.94 249.54 149.42 308.58 184.78 1.00 2.93 249.54 149.42 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 -0.00 249154 149.42' 308.58 184.78 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 1.00' 2.13 249.54 149.42 308.58 184.78 1.25 1.00 4.43 249.54 149.42 308.58 184.78 1.00 4.43 249.54 149.42 308.58 184.78 1,00 4.43 249.54 149.42 308.58 184.78 1.00 2.96 249.54 149.42 308.58 184.78 1.00 2.20 249.54 149.42 308.58 184.78 1.00 1.00 2.13 249.54 149.42 308.58 184,78 1.25 1.00 4.43 249.54 149.42 308.58 184.78 1.00 4,43 249,54 149,42 308.58 184.78 1.00 ` 4.43 249.54 149.42 308.58 184.78 1.00 2.98 24954 149.42 30858 184.78 1.00 220 249.54 149.42 308,58 184.78 1.00 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 4.00 249.54 149.42 308 58 184.78 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 -0.00 249.54 149.42 308.58 184.78 1.00 -0,00 249.54 149.42 308.58 184.78 1.00 1.00 2.84 249.54 149.42 308.58 184.78 1.25 1.00 5.90 249.54 149,42 308.58 184 78 1.00 5.90 249,64 149.42 308.58 184.78 1.00 5.90 249.54 149.42 308.58 184.78 1.00 3.94 24954 149.42 308.58 184.78 1.00 2.93 249.54 149.42 0,000 308.58 184.78 1.001.00' 400 249.54 149.,42 ANF & Associates Consulting Structural Engineers 9420 Telstar Avenue, Suite 118 El Monte, CA 91731 Tel 626-4484182 Description : EXISTING HSS14X14X3 8 COLUMN Load Combination Max Stress Ratios Segment Length Span f1 M V Mmax + Mmax - Ma - Max Mnx Mnx!Omega Cb Rm Va Max Vnx Vruc(Omega Project Title: Engineer: Project Desor. Summary of Moment Values Project ID: t T eti c ~ t Ph** 14JUM2014, MOM Fib '•OMireiilDANN1� ,. 49t1.ec EI+ ALC;E1Gi18�I B is 1.4.138' Liccnsca : ANF ASSOCIATES Summary of Shear Vaktes Dsgn. L = 5.84 ft 1 0.000 308.58 184.78 1.00 1.00 -0.00 249.54 149.42 Degn. L = 5.74 ft 2 0.000 308.58 184.78 1.00 -0.00 24954 149.42 Dsgn. L 2: urn 2 0.000 308.58 184.78 1.00 13.00 249.54 149,42 Dagn. L = 6.05 ft 2 0.000 308.58 184.78 1.00 -0.00 249.54 149.42 Dsgn. L 2 6.36 ft 2 0.000 308.58 184,78 1.00 -0.00 249.54 149.42 Overall Maximum Deflections r Unfactored Loads - Load Combination Span Max. '= Dell Location In Span Load Combination Max. 6. Del Location in Span 1 0.0000 0.000 W Only -0.1499 9.773 WOny 2 1.9574 20,170 0.0000 9.773 • Yert cal •Reactlonte'-- tlnfactored .. Support notation : Far left is 41 Vabes In KIPS Load CoMkrallon Support 1 Support 2 Support 3 OveralMAXimum �1'38 18.299 Oreral MlNImum -2.133 8.235 +0+H 4D+L+H +D+Lr+H +0+S+H +D+0.750Lr+0.750L+H +D+0150L+0.750S+H 40+0.60W+H -2.844 10.980 +0+0.70E+H 40+0.750L+0.750Lr-00.450W+H -2.133 8.235 +0+0.7501.40.750S+0:450W+11 -2.133 8.235 +0+0.750140.7506+0.525E 41 +0.601340.60W+0.60H -2.844 10.980 40.13OD+0.70E+0.60H DOny LrOnly LOnly Only W Only -4.739 18.299 Only HDNy ANF ASSOCIATES rF12.122 Consult* Structural Wawa E4241: sin6880P"bdInot 9420 %Altar Moat*. Sidle 1114 E Mei* CA 91731 40I3 NO. I I BY Wert c-S e4440 (6) t./4141(111,x754 e4:4,4t.4.0.44 (-6.) tit (r) e.-4qtR sA- e7tDe. erl-- Ay, 14,-/-111. (e,) itaf-o444) (Typ " De4C 1 (e) 4%tf,31 f .4g3 / Dm Asia) ta(0 ICLD 4. C. (6) (2.4:16f 1414Witt) 6E411 46,4)&i. 1YP /4 Vilit 114- pri44106:0 TA €01-4-0 Hittlet,41L5A, on., cemiriticx654.4 z et! )7 0 .537 , A- *".`.2•4 =12..14 -Fekz-tikk '54'7 4,61.,014) Actilpot. Lobo Lk*, evetx)4 421-s2c•?,.. To 144A. To tihtz-7,-. .tt 167 WeUD CA I ON 4TerrAL. affi- 4 4,tosi, 40100 404- .124-14 (0, eta ri...(0.40,4 K. Tel: {� aas-s1s2 ANF do ASSOCIATES Fax: t -8O 2 f hint Structural en E-iud: nfl aebel net 44211 TektarAvenue, Sidle 118, © Monte, CA 01731 cilcre* (EO eipci'iNq 1-44o6+1. (6) 14S5 (Ihi I0�B p -12}C+ b2/(1 347.bl) 4-- 16.2.7.)C Joe No. lCP/ f l t3rr v DwIt SH OF �Cp tiGT. (part, kw/ olucekvt--Nx-eft. lstrvqo -t ;)6a.51 40) + 4(106 s) - 4114 Ear it () f©T' q ta- l2 to'i ! �x 24 .o OAT) u15 —4#7 &air t - 4 S -7 ej3 GoN4f7 6i ea 5 'T 4 b `r` 2 = 2kep f- kb:RA) City of Tukwila Department of Community Development July 09, 2014 GEORGE OPACK 4712 ADMIRALTY WAY #207 MARINA DEL REY, CA 90292 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0200 WESTFIELD MALL, WEST ENTRANCE - 2800 SOUTHCENTER MALL Dear GEORGE OPACK, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. 1. The construction of the west entrance apparently will restrict required existing for that portion of the mall. That new proposed exit also shows providing egress for an occupant capacity of 1760 occupants. Required exits, existing structural elements, fire protection devices and sanitary safeguards shall be maintained at all times during alterations, repairs or additions to any building or structure. Provide documentation with plan details to show that portion of the mall shall be provided with and maintain emergency egress during the construction process for that exit and its designed occupant Ioad. Documentation and plan shall show accessible routes for that portion of the mall meets ADA barrier free egress code standards. (IBC 3302.1, 3411.2, 3412.2.4 & 3412.2.5) 2. Show travel distance dimensions for the temporary egress plan. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. File No. D14-0200 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0200 DATE: 07/17/14 PROJECT NAME: WESTFIELD MALL - WEST ENTRANCE SITE ADDRESS: 2800 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A-viC Di vision Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator r PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/22/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 08/19/14 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 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0200 DATE: 06/27/2014 PROJECT NAME: WESTFIELD MALL - WEST ENTRANCE SITE ADDRESS: 2800 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Kr Gape_ o1. OA ' I9 Building Division Pu ltc Work Fire Prevention Structural Planning Division III Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 07/01/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/29/14 Approved Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 01 ah Departments issued corrections: Bldg1461,. Fire ❑ Ping 0 PW ❑ Staff Initials:-6 12/18/2013 City of Tukwila Department of Community Development 6300 Southeaster Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site• httz/Iwww.TtdcwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fay etc. Date: 07.17.14 Plan Check/Permit Number: D 14-0200 ❑ Response to Incomplete Lotter 1 ® Response to Correction Lotter # I ❑ Revision # after Permit is Issued ❑ l'tevision requested by a City Building Inspector or Plans Examiner Project Name: Westfield. West Entrance Project Adder: 2800 Southcenter Mall Contact Person: George Opack Phone Number: 310.874.3420 Summary of Revision: Reference to plan check review notes item number 1: The new construction of pie West entrance will not restrict required exiting for that portion of the mall. The existing egress occupant capacity for the West entrance is 22nn nr-r-.upants. Required exits, existing structural elements, fire protection devices and Refer to sheet A -111. partial demolition plan, Delta A, dated 07.17.14_ See sheet A -111 for additional notes regarding maintaining emergency egress duringCvnstructlon process for the exit and it's designed occupant load. Reference to plan check review notes item number 2: refer to sheet A -111, existing egress will be maintained during construction. A pedestrian barricade will be constructed. C6li3truellisn wi:l be performed when mall is closed. Sheet Number(s): Sheet a 111, all items are clouded Delta A, dated 07.17.14. "Cloud" or highlight all areas of revision including date of rev n RECEIVED Received at the City of Tukwila Permit Center by: CITY nF TUK WILA r"."-tk Entered in TRAKiT on 7-r?_ `tf JUL 17 2014 PERMIT CENTER Ry2 lI ANDERSEN CONSTRUCTION Page 1 of 4 Washington State Department of Labor & Industries ANDERSEN CONSTRUCTION Owner or tradesperson ANDERSEN, DAVID L Principals ANDERSEN, DAVID L, PRESIDENT CLOE, MARTIN E, VICE PRESIDENT ECKHARDT, WILLIAM G, TREASURER HALL, NED, AGENT Doing business as ANDERSEN CONSTRUCTION WA UBI No. 409 008 675 6712 N CUTTER CIRCLE PORTLAND, OR97217 503-283-6712 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. ANDERC*907DN Effective — expiration 03/02/2010— 02/15/2016 Bond TRAVELERS CAS & SURETY CO Bond account no. 042S103520351 BCM $12,000.00 Received by L&I Effective date 01/28/2002 03/15/2010 Expiration date Until Canceled Insurance National Union Fire Ins of PA $1,000,000.00 Policy no. GL9612833 Received by L&I Effective date 08/22/2014 09/01/2013 Expiration date https://secure.lni.wa.gov/verify/Detail.aspx?UBI=409008675&LIC=ANDERC*907DN&SAW= 09/11/2014