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Permit D14-0196 - ROUND ONE WESTFIELD WORK - DEMOLITION AND TENANT IMPROVEMENT
ROUND ONE WESTFIELD WORK 2351 SOUTHCENTER MAIL D14-0196 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.Aov DEVELOPMENT PERMIT 9202470090 Permit Number: D14-0196 2351 SOUTHCENTER MALL Project Name: ROUND ONE WESTFIELD WORK Issue Date: 9/29/2014 Permit Expires On: 3/28/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: lender: Name: Address: WESTFIELD PROPERTY TAX DEPT PO BOX 130940, CARLSBAD, CA, 92013 GEORGE OPACK Phone: (855) 793-2229 4712 ADMIRALTY WAY #207 , MARINA DEL REY, CA, 90292 ANDERSEN CONSTRUCTION COMPANY Phone: (503) 283-6712 900 POPLAR PL S , SEATTLE, WA, 98144-2830 ANDERC*907DN Expiration Date: WESTFIELD 2049 CENTURY PARK E 40TH FLOOR , CENTURY CITY, CA, 90067 DESCRIPTION OF WORK: SELECTIVE DEMOLITION OF PARTIAL FIRST FLOOR, COMPLETE SECOND FLOOR. INSTALLATION OF THREE ELEVATORS, TWO ESCALATORS, AND NEW EXIT STAIRS. PREPARATION OF MECHANICAL, PLUMBING, AND ELECTRICAL FOR NEW TENANT (SEPARATE PERMITS REQUIRED). Project Valuation: $3,400,000.00 Fees Collected: $37,764.66 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Occupancy per IBC: M Electrical Service Provided by: TUKWILA FIRE SERVICE 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: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and a min this permit and know the same to be true and correct. All provisions of law and ordinances gove ing is 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 development permit and agree to the conditions attached to this permit. Signature: Print Name: 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: 9: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 2: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 3: Maintain fire extinguisher coverage throughout. 6: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 4: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). • 8: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 7: 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) 11: Maintain coverage and operability of portable fire extinguishers, sprinkler systems and fire alarm systems during demolition and construction. 14: Per Tukwila Municipal Code a fire watch is required any time a fire sprinkler or fire alarm system is impaired. The fire watch shall be maintained until the system is restored. Contact the Tukwila Fire Prevention Bureau at 206-575-4407 for detailed fire watch fire watch requirements. 10: Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 5: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 12: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 13: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 15: ***BUILDING PERMIT CONDITIONS*** 16: 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. 17: 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. 18: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 19: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 20: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 21: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 22: 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. 23: 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. 24: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 25: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 26: Readily accessible access to roof mounted equipment is required. 27: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 28: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type 111, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 29: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 30: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 31: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 32: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 33: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 34: All wood to remain in placed concrete shall be treated wood. 35: Masonry construction shall be special inspected. 36: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 37: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 38: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 39: 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. 40: 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. 41: 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. 42: 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). 43: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 44: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 45: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 46: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 0450 F&S RESISTANT PEN 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 LATH & GYPSUM 0603 ROOF/CEILING INSUL 4000 SI-CONCRETE CONST 4022 SI-MASONRY 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** .SITE LOCATION Site Address: King Co Assessor's Tax No.: 920247-0130 7,800 Southcenter Blvd., Tukwila, WA 98188 Tenant Name: Round 1/Westfield PROPERTY OW EY Name: Westfield Address: 2800 Southcenter Blvd. City: Tukwila State: WA Zip: 98188 CONTACT PERS 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 TRACKIR.TWORMA Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: Suite Number: Floor: 1st /2nd New Tenant: m Yes ❑ ..No ARCHITECT O RECO 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 ENGINEE 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 LENDE greater Pe; ND SSUED (require projects $5s000 or Name: Westfield Address: 2049 Century Park East 40th floor City: Century City State: CA Zip: 90067 H: Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 ULDING PERMIT INFORMATION- 206-431 3670< Valuation of Project (contractor's bid price): $ 3,400,000 Existing Building Valuation: $ 600,000,000 Describe the scope of work (please provide detailed information): Selective demolition of partial first floor, complete second floor. Installation of three elevators two escalators and new exit stairs. Preparation of mechanical, plumbing and electrical for new tenant. Will there be new rack storage? ❑ Yes 1s`Floor m.. No If yes, a separate permit and plan submittal will be required. rovide All Building Areas` in:Square Footage Below 41,354 Interior Remodel 2,013 Addition to existing Structure 0 0 Type of Constmctionper IBC IIB Type of Occupancy per IBc A3/M nd foor 40,133 40,133 267 0 IIB A3 3r1 0 0 0 0 0 0 Floors' 0 0 0 0 0 0 casement 0 0 0 0 0 0 Acces�ory:Structuce*.- 0 0 0 0 0 0 Attached Garage ' 0 0 0 0 0 0 Detaclied Garag 0 0 0 0 0 0 :Attac1iedi 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 VI Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 1 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\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 • PUBLIC WORKS PERMIT INFORMA• TION = 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 ❑ .. Highline ❑ ... Valley View ❑ .. 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) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer O ...Cap or Remove Utilities O ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ... Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) 0 ...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 ❑ .. Pavement Cut ❑ .. Looped Fire Line 11 19 ❑ .. 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 ❑ Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...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 $:\Applications\Forms-Applications On Line \2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 ERMIT 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 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. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: George Opack Mailing Address: 4712 Admiralty Way, #207 Date: 06/17/2014 Day Telephone: (855) 793-2229 Marina del Rey CA 90292 City State Zip H:\Applications\Forms-Applications On Line 12011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID D14-0196 Address: 2351 SOUTHCENTER MALL Apn: 9202470090 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R5476 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Friday, June 05, 2015 Paid By: BRANDON PROPER Pay Method: CREDIT CARD 000216 Printed: Friday, June 05, 2015 1:03 PM 1 of 1 SYST io J 19Q8_ Cash Register Receipt City of Tukwila Receipt Number R4937 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID D14-0196 Address: 2351 SOUTHCENTER MALL Apn: 9202470090 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R4937 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Tuesday, March 31, 2015 Paid By: BRANDON PROPER Pay Method: CREDIT CARD 05651D Printed: Tuesday, March 31, 2015 7:49 AM 1 of 1 s Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $20,713.91 D14-0196 Address: 2351 SOUTHCENTER MALL Apn: 9202470090 $20,713.91 DEVELOPMENT $19,727.75 PERMIT FEE R000.322.100.00.00 0.00 $19,723.25 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $986.16 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3173 R000.322.900.04.00 0.00 $986.16 $2.0,713.91 Date Paid: Monday, September 29, 2014 Paid By: ANDERSEN CONSTRUCTION COMPANY Pay Method: CHECK 260604 Printed: Monday, September 29, 2014 10:48 AM 1 of 1 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $17,050.75 D14-0196 Address: 1368 SOUTHCENTER MALL 1 Apn: 9202470090 $17,050.75 DEVELOPMENT $17,050.75 PLAN CHECK FEE STRUCTURAL CONSULTANT TOTAL FEES PAID BY RECEIPT: R2446 R000.345.830.00.00 E000.08.559.600.41.00 0.00 0.00 $12,820.11 $4,230.64 $17,050.75 Date Paid: Monday, June 23, 2014 Paid By: WESTFIELD Pay Method: CHECK 05003153 Printed: Monday, June 23, 2014 2:36 PM 1 of 1 FrOMINSPECTION RECORD Retain a copy with permit IN. PERMIT NO. 0((a CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro ct: a.Type61I `E� pectign:r�iv- I Address: 23 i souk(-- Pet[ Date Ca; Special Instructions: Il M Date W nted: �' a.m. p.m. Requester: lin V,1. Phone No: Approved per applicable codes. Corrections required prior to approval. MENTS: FT;eic( ( Inspector:FC_____ Date;/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ?1 re INSPECTION RECORD Retain a copy with permit PERMIT NO, CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206 43,1-p6J0 Permit Inspection Request Line (206) 438-9350�%�! Li Proje 0 4''`K Type ‘'tior \. v t , / A ..%s5-1 ,sd(/c,'{ kefe Av (Q�te Calle Special Instructions: A/14 Wanted Date/• b --- Cr a.m. p.m. Req s Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: ( c 1 461_ � K ` Prn fl ` ` QO L .1- j a(rm Vq [ 0 e-(ecJa Z - #1 r( re . �ri I ((Are ccrfire, c/cz / l tivLeif5e)Acdt t k fit, ®' rk r (it Q A< CA f ( err- t (w o p, Inspector: Date: /' is_ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Projecit4w4401 i Type of InscE10 Ass: ( d re r ate CalledC Special Instructions: Date Wagted: fS' a.m. p.m. Rega� Phone No: Approved per applicable codes. aCorrections required prior to approval. COMMENTS: JZ( ( I40 tPrv?d p. t. 0 L�{-.r cZ rovd t e.Jd 0,i-* 1 (re, I din req79 vt ft/4zr'J d. - t pie ytd r`ous c sr�crs 9- t & t,t).6 0 pis- -t 541 rp < <cyk r�q 1'V,y (9 chirtge ref( 1v- Kit/-:vk Inspector: c / Date _24 (r 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 Dry-01,6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project ! Type o��ectio c Adddr ss: Date CalledY Special Instructions: 4-A4 Date Wanted: /� a.m. tO /J —1� p.m. Requester: FYTEGt Cat Phone No: Approved per applicable codes. Corrections required prior to approval. y..._ rirc.P' v, we r COMMENTS: (.-�zz ( I L t---P- aep Ia t/a f 0 e-ievc for # z C� � P% ,'p� il `- cr—� (C-c( / j CLf. IC�r / ... q fitt--al qi rt rt kle( of N Pko tie, 5 ' - . - be -toiler (ct. (S Qei Co weLtitirtc-h /• Pf <i-k✓e-(f.' 6K crrfu'-e., .-Vr(er u,q/(S �. 0 c.emAeteie; kvtisto-k e.,ft CLAOL �y / 0( ki :K C.5).11ApLefc, GLJ 4g. (I) fiq.fro-sjek---4:f s t N/A- G fa .14tAQ -{-Sus € de d 62,ii/ 1'1 Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Epd.. uite 100. Call to schedule rrgins,pection. Q t c ''< t'v & S fq-tG (r 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit --rdw : No PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 PIS{- oic 6 Project: l ( O Type off tp_estio �,�—yrtRA.,(A-A Address: '-75 I Co 4f-LC1 ► AcK( Date Called: Special Instructions: pU Ss Z .S`t4* i g ll s—ok Date ante ` 2-- Er a.m. p.m. Requester: Phone No: Approved per applicable codes. tJ Corrections required prior to approval. COMMENTS: F(fliprvzry_ki- etticticlic 1‘04,) (2‘cge_fr /664 ukt /40_ ,v"t- otbtigk c,✓eJt l�/u (1Q5t149eP #2 1'tiqff &dlf Inspector: Date: /' rZ _ ( S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I 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 Pr ' t � rem we_ Type of Inspection: t t-ai wl rev/ Address:0 3S\ 5001 V7 41 Date Called: —ar.--- Special Instructions: LOPS-1"4\%-e LOG 04.-- Date Wanted: CO 1 I sr Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: A, ,_ VG Ye 2 Q,t6 � SyV/ f r%Ca- , s 'F— .0 Li .0L- 6 `cP /$7_ fr1"frol-A'Ar : f,-- f-/fear_ve-r- &e.‘sel7.-4ve Inspector: Date: 6:// /� ri $60.00 REINSPECTION FEE •'Ii • ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: KOJIINSPECTION RECORD Retain a copy with permit IN PNO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila, WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Projekt 1.44I Type insp�ectio c Wit) Address: Date Called: `CLtid(le P. Special Instructions: €4e)f I 7. t (/��(��� \ it(l 6 U)'� Date Wante 's - (3- a.m.; P.m. t1(JSt@�� ferr�1 tG l�LLa Gi ne No: Approved per applicable codes. Corrections required prior to approval. COMP/ Inspector. Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectian. INSPECTION RECORD BOA Retain a copy with permit INS O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (208) 438-9350 Pro ct: ti� ( Type of inspects n: t c t-i� GIDCC (( Address: 2-3 S 1 sNA-kety ,mac.(( Date called: .....,f Special Instructions: *41 Date Wanted: r-2-7 '0' a.m. p.m. Requester: ,Q ,�1 I'� 'ek `.fl Pho a No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: 19//f- e.l ecia dam' -PeNc e. blti T''r drnd 7i'474-ffh ,Inspector: Date -I 7- 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 DIY-4z(eK, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, 000, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj o u ( Type of spection: , C G�qr Address: ��� � /% Date Called: tf periat Instructions: ,l 1 44t Date Wanted: 3" -7-'7 `(r a.m. p.m. Requester Phon No: 0 IA ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: auct Frelyc f Rae-Vd ioo^ d chv— inspector. Dais ................ Z7 —f'.- 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 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Lane (206) 438-9350 Project ouf� l�d Type of tnspectign: '�a Address: v5T(JJdCr Act (( Date Called: Special lnst uctions: �.ju�� r f- wa rr VC fc€/ ® POckiN ��O a r--)one Date Wante : c - - (r �, Wi. R quexter: Ize O k (0 a ti No: z,n -51(1 - ir) 3 proved per applicable codes. EJ Corrections required prior to approval. C. ME • e7/.1- Inspector: 1' Dat°5- — /5— REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cat( to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP TION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 71 K- o(q 6 prp Type of Inspection: q Address: fd�u- C '�(/( ,` ((( ,""/( Date Called: Special Instructions: Special A- 44 Date Wanted: it — 3° — 13 a.m. p.m. Reque; iiki4e6 Phone No: EiApproved per applicable codes. ©Corrections required prior to approval. CO �,�� ° ��F e.(e. uia� ate/ 1 j�) �cf.S'S �Ees'cr'�v Lo��k r r . leu.e4 nspector: Date:3 - ( S REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 ati-orerG Prof : Nv u r ( Type of Inspection: I F u'-c r (Ay Address: 2-357 rufkC? - Date Called: Special Instructions:/� i1 Date. liarto : 7 - (r a.m. p.m. Requ ter: Pho Noi /€/ldvi CCrtj7L QApproved per applicable codes. E3 Corrections required prior to approval. COMMENTS: .00616*y� �. Sev✓l Ge f/74- 9) SSA _- o`(OC1. e c , f-- r ‘i1`de bQ t e Q&N W&V (f o(e_ osupiG LGx4 xYy �itfe( Inspector. i�/ /- Date: it REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1k 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 D jt-/ `o/?4 Proj : "t-Ka( ( Type .f Inspection: t it-ii Pic- (tti• Address:' i $o L 1 Aft/ Date ed. r . Special Instructions: ` Dat anted: a.m. Regy star: (14C lot Phone No: Approved per applicable codes. ®corrections required prior to approval. COMMENTpe-F- S 5 1(3-- 0.31 iJ d ' -4 ¶7/fr , OF fq.Pq re— Er �J� % 1 eqQ (c7 `t r,-.t e,L( f roll l W L� e C. `r r-t A / t/ I rt ( ./.- " cmst t,t ke-E 14/e-c r GG• 9UE(oov e(et'fet f ;air e% (( s fpki-trot(q-e_1-0 tatfy per Type, L l /b ok 1 e_ rrD ✓r ctt. '}er" f (c r f <S�1•t, ( t_btlit. v. `r-e d/°»-Gf,tct s' u atOAC( -.G1-- 2---", " k tAcJ .p . Caa -a v- r(4.I)1---c-i--1° Inspector. Date: 2-/5- REINSPECTIQN FEE REQUIRED Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IN 'Tfi• N NI INSPECTION RECORD Retain a copy with permit PERMIT NO. P( Le -offs CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 431A670 Permit Inspection Request Line (206) 438-9350 Projef I ( -Type on. e Address: 23 $ ( co u'i � Y� Date Called: 'Special Instructions: Am f3a� eWanted: a.m. — 20 -f5- p.m. Request /fivr:tieroe/, Phone No: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: (r- (Aiot Inspector:er Date;C./ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prajec ( Type o Ins lion:C , (43 Address: C li p,( Date Called: Speual 1 str ctions A." 1 Date Wa ted: -17-rs a.m. p.m. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. coats flo f( o(f-f-vt; ( SS¢' ? - 03 23-7 is Inspector. 7 Date:L( -- / 7-($ " REINSPECPION 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 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProttcltujAct i Type of inspection: 111411 Vkt Address: 23 s i foul CfrMgr U Date Called: Special Instructions: d� IF Date. a`t d II ' 1 Cr a.m. p.m. Rest r: eXJ�oy Cs)1"-tf Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: r7/4- wq1( E,cc-cif-- Ivo vLk& fir,-e .0.69y-71 fro r, spry alc(ric3- Inspector. Date:k, REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. r I :NI Retain RECORD Retain a copy with permit TIO N0. PERMIT N0, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 pray ; 0 f Inspection: e Type ofpec i f H (i3 7 l ( Sd u (- --(�(r "1 Date ailed: Special Instructions: A-4/1 Date, — ( cS a.m. p.m. Requester: Phone No: Approved per applicable codes. ®Corrections required prior to approval. COMMENTS: 7 Fr "`- - eci .ere.va�,� ,..li O t (/� qq !Q, e c r (itV (a„� l f % k�vu„c.(' O 3 �"mc, q ®i4' vt toco'd.4c �` (---A('-r $t 3 •k//ii fret fr (" bi inspector: C DateL 13 `lS l REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. LeAll INSPECTION RECORD Retain a copy with permit IN P NY -016 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 436-9350 Prriptkud ( Tr(, Lljs . 1 5 v41_ c m « Date Called: 'SPeciar Instructions: 2 �� Date ant : / (_-- (� a.m. p.m. Requester: Phone No: roved per applicable codes. � Corrections required prior to approval. CO MENU: .Pscfesr dsq cuss P- et -awl Plr���(t`v� P4fB�..�(9j-�'' 330 p K Inspector: Date:((_ 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 49100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj h �( (ka ( v Type f 1 Address: 7-357 sb_cfr.A-c1( Date Called: ti! Special Instructions: c91 '.V c&1r J Date Wanted: - `'3 / --(- a.m. p.m. Requester: Phone No: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ftIA Tv.elykt e(Pva%- Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD -0 Q Retain a copy with permit prI I ( 1 INS N 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: Ko‘.(1,01 I Type of fravA ( Addres >fI 5oC�irr- Act (I Date Called: v Special Instructions: ,,�A /-/�nt kroi to 1 Date anted: a.m. 3 — — (r p.m. 'teq' Fster: i et &to(c `l 01 i rfati Pho# r-3 5 T3 3 Approved per applicable codes. El Corrections required prior to approval. ©MMENTS: ' m�C�Lr , inspector: Date —2.®_ /5- C REINSPEt`.TION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit ION NO. pr_0(1G PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 pled: 149 u 1 Type of Inspection:S�Q $e*-CY � i IJ fsea-�II Date Called: +Special Instructions: 441 bremit Date wanted: J� 3 �-T' a.m. m_ Roque ter: ar � m �S Phony Nq. , 3 - se 4.15_3 3 Approved per applicable codes. COMMENTS: ► [c .t�ekt r Q tAQ(d f hv--c-t-1/4j4 S r�s or I� t' be f c� rid s PY-r)J5-4. Corrections required prior to approval. Inspector: Date3_cr REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. Kt!Kt!'"INSPECTION RECORD Retain a copy with permit PI —0 (�NO. PERMIT NOE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 vA 'i'roj ct; f Type o_ f Inspection: �~` ritA� _ vre s s( 56utt r.AA(( Date Called: Special Instructions: A �A V ` Date Wanted: "p a.m.A p.m. Requester: Phone No: Approved per applicable codes. ®Corrections required prior to approval. OMMENTS. (p/A cimo.? e itvaii.- cot/t /C0c, (.rk inspector: Date:3 REINSPEGMON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Cate to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 ct: 6kG� Type of lnspectiorl: f(Gc ( y rt 0 C r 1 ) Date Called: VVV Special Instructions: LL titJ'(Tajr Q d0 /frt( Date Warned: 3 _ 7l - (r a.m. p.m. 'Re nester: ?'tt b1(o fc�`4s ym!, Pho e No: Approved per applicable codes. XiCorrections required prior to approval. COMMENT& ¢- d C f 1// ea CI) r-vt's(o1 r vv lames Y .e1✓ ci,t e 0,c, t O 0 0A-- vavaf 0 rt l•e (vs p a , fefr- sp(k 4.A -•;.r inspector. dr...E._ Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cast to schedule reinspection. INSPECTION RECORD Retain a copy with permit P NMI N CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: yy�,,u�,e(( Type inspection; r0t ri ► A+al�fess: It ' Date Called:iR' ij4C-ftrifw nstIco 41 Date Wanted: 2— `fr a.m. p.m. Requester. "None No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: rspector. DateZ+ ZC !I5 REINSPEI T1ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl toschedule reinspection. t INSPECTION RECORD Retain a copy with permit P RMIT NO. CITY OF TUKVVILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 'Proms: P o .--Fret Type of Inspection: sou kt5 ides; 253 j Soafkc r 4Q (( Date Galled: ;Special Instru tions: L44 r(etrator d. /T Z4` [ r Date Wanted: t� �.r aa.m. m. Req star: OM kdot4 Cti ANAVOK c 'done No: 25l- 5Cq - rfl 3 Approved per applicable codes. D Corrections required prior to approval, 9/ .IGtG• wsep) (� 0 Inspector. 1-1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Can to schedule reinspection. IN SI►1 C1`I0N N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd„ #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (208) 438-9350 INSPECTION RECORD Retain a copy with permit 'Project: ga Lew/ Otte Type of spection: 4 ( - Co cV't (Gm, Address: Z1 SOCekfV�- 3SIai -a1i Date Caked: �Instructions: ' Date Wanted: 2— If -'1. ` a.m. p.m. Requester 'Phone No: • Armored per applicable codes. T—" 'COMMENTS: per. ®Corrections required prior to approval. L Pre 7-u-d F(i- JpPvr/e ICOW (/a 424 oath -- i ( l- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 2 Type of inspection: , rest: Z-3 faufticf rAO Date Calk : Instructions: Pi Date Wanted: 2-1 Ir a.m. p.m. `Requester: Phone No: ]Approved applicable codes. rrections required prior to approval. COMMENT& 'C'Prq(fikf q1; P Inspector:r_cd Date " (- ! S REINSPECT1ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Bivd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431.-3670 Permit Inspection Request Line (206) 431-2451 r c t (c1- ifouoco/e Address:: Special Instructions: Type of ct nr weld {7- Date Called: Date Wanted: It _ 13- a.m. p.m. Requester: Phone No: Approved per applicable codes. EJCorrections) equired prior to approval. COMMENTS: Date:. 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 �ply-oiQb PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Pc ' j b/te ffet id Type of Inspection: Sl` C A,Cr — ` -dCi Addr s: 2. 5'( $tkfk Or 'cqtf Date Called: Special Instructions:l.�tw Fri` f-e(e✓K f '"! fA t../er(& . Date Want^ F `/ a.m. p.m. Requesty� C ''-Gr ° Phone N : Approved per applicable codes. El Corrections required prior to approval. v- 1-e-s-tT re Inspector: ► /�- Date. ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit - 0 I cri I - 'i'." Ni PERMIT NO. i AA CITY OF TUKWILA BUILDING DIVISION ' 630E 5outhcenter Blvd„ #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 i : 0) A a ,0'1 Type of Inspection: co /V ,+Iddt'7 C I MA- (f Date Called: 'SpecialecInstni ons: %,` f - rti) Ay ( es Date Wanted: / f -- Z I -- ,o a.m. ( a Requester: tiniNVo .56 / - / 633 'JApproved per applicable codes. Corrections required prior to approval. COMMENTS: jA ofv‘, "-r-ts-CIN r--- 2 ec-t:5 Date: -Z( 5 REINSPECi1ON FEE REQUIRED. Prior to next inspection. fee must be paid at 630E Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD 1�� Retain a copy with permit ,1) qlo PERMIT NO. e CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 OA- SC AR 11-41 Special instructions: a.m. � Type ofctio� Date Wanted: Requester:. e Corrections required prior to approval. /4- -4‘i Date: 1-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Slid.:Suite 100, Call_ to schedule reinspection INSPECTION RECORD Retain a copy with permit PEMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 to; A) tht..St F, 6 ram Type of tnspec tion: Address:Dte,ta235 5c MA1( c€, 4 t ee i S! 'Special instructions: "1 Date Wanted: — r/ 1 a. 444 Req ster: r&�oN ;prj- 5" Log-- 1 5 3 3 DAPproved per applicable codes. DCorrections required prior to approval. COMMENTS: P/A Date: 1-1 REINSPECI1ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cast to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN PE TION NO. PE MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431.3670 Permit Inspection Request Line (206) 438-9350 'r ect: %.r.. �1/ e id typeofInspection: 'FOOT 1 .1/4J Co. dress: ,...S \ 4 Q +M ALL Date Called: Special Instructions: Date Wanted: r-- a o lLi at? p.rn. Requester: Phone o: e93 2,- s 1 17 per applicable codes. Corrections required prior to approval. COMMENTS: ''-a 6 t A 1.. ! ,t. 01e4 b,,1 1` All c, bate: ECTION FEE REG RED. Prlo• to next inspection. fee must be paid at 300 Southcenter B vd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER /t1-5 --Z5 ' PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:,, ,i Zilvd 10dOi/ei Type of Ins ection: Address: SCMivf /Contact Person1 Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Old � CDvQ i /47/4(1 fi��-qj w v riC, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspectorr , y (3 Date: f/z-1'/ -- Hrs.: / 0 $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 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 14 -- of g.6. - S D-C PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Pro ct: Type of Inspection: A dress: Suite #: Contact Person: Special Instructions: Phone No.: NIApproved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: - Occupancy Type: Inspector: ci,N5-0-Date: 3/5-7„s----- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MAYES TESTING ENGINEERS, INC June 18th, 2015 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attn.: Building Official Re: Round 1 Westfield Mall 2351 Southcenter Boulevard Tukwila, WA Project No. T14277 FINAL LETTER Permit: B14-0196 SeelleOAw 20225C,ederValeyRoed Slie 110 Lyrrw 4 WA98086 ph425.7429360 kx425.745.1737 Tacoma Office 10029STaoargWey 9ieE-2 Tacoma, WA98499 ph2ai.564.3720 fac253564.3707 Pod lend 7911 NE33d Drive Sub 190 PbK1, OR97211 ph503281.7515 fax503291.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for. • Micropile Grout • Proprietary Anchors 1. Epoxy Grouted Anchors 2. Epoxy Grouted Dowels • Reinforced Concrete • Structural Steel Erection 1. Welding 2. Steel Decking 3. Ultrasonic Testing • Structural Steel Fabrication 1. Welding 2. Ultrasonic Testing To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, Mayes Testing Engineers, Inc. Timothy G. Beckerle, P.E. Vice President 0\qcM(to RECEivgo CITY OF TUKWILA JUN242015 PERMIT CENTER 5e•Lt40 c i2cvi$so (s/r� (6) R.opf MWytt..-Dsc-K .,4??,4149°(4) tk () Wtbi,,,(v MIL %K2-6 15 (NJ I4elOe'1. (9!--et‘-‘ - o4-01915 RECEIVED CITY OF TUKWILA APR 2 3 2015 PERMIT CENTER �k(-otj-ol�I r✓ -fmu4ao 1 �SwM CO (o0o 161 0v000zs4 CoNI 409-c 190-54C4 (poo 'pt (0 2 - �¢ Cotli Ast41 Procttere I. etotto ti l(7@ o L9.c, 04) I_ 6 4 4 c-o'rC boo-�tso-st t o Z; o . CI RECEIVED CITY OF TUKWILA APR 2 3 2015 PERMIT CENTER et (n XS 1- Iq' c(A eA 4(CE ►4)/12-*in 5etfcru)5 OA( ilsAiDen.- �vs(K2-ot�-o(o45 TFt fug 5,u rH eet rren- 0 ROOF MIL. DECK ® 2ND FLOOR ® 600T125-54 CONT. ® EXP. JOINT ® (E)MALL ROOF ® W12x14 0 HSS12x6x3/8 ® 600T150-54 CONT. W/HILTI LOW VELOCITY POWER DRIVEN FASTENERS 012"O.C. (TYPE EDS 0.177" SHANK DIA.) ® 600S162-54 016"O.C. �vk3-03271S 3-2?-20l5 RECE' /EC CITY OF TUKWILA APR 2 2 2015 ERMIT CENTER mt tO '- L T f i &c.O 9ttriliCeikriEtS O ROOF MTL. DECK 0 SUP TRACK W/j10 SCREWS 06"O.C. TO MTL. DECK ® 600S162-54 016"0.C. 400S162-43 016"O.C. W/ 3-#10 SCREWS TO EA. VERT. STUD ® (E)W24x55 © 600T125-54 CONT. W/HILTI LOW VELOCITY POWER DRIVEN FASTENERS 016"0.C. O HSS12x6x3/8 ® 600T150-54 CONT. W/HILTI LOW VELOCITY POWER DRIVEN FASTENERS 012"O.C. (TYPE EDS 0.177" SHANK DIA.) 0 600S162-54 016"O.C. 10 400S162-54 016"O.C. 11 600T125-54 CONT. 1®? (E)W14x22 BEYOND RECEIVED CITY OF TUKWILA APR 1 7 2015 PERMIT CENTER ssic•a-02./15 Avf Ass ©c r,er-re O + + 445 4i4406i �ILI-OIRb ZNo Sou-1H C. t% -V 12 MALL TaKttott-A WA (N)1/4"x8"x8" KNIFE PL. J a co m z 0 CP- (N)HSS6x6x3/16 (N)PL.3/16"x14 3/4" CONT. .?a* ikatot19 ANT--A4Sot thISS LiJ 0 r 0 ,p REVISED 03.27.15 - 4:32om 032615 ; gtx.r26.5 • • • Tel: (626) 418.8182 ANF & ASSOCIATES 6�S�clal Elul: utl 'Cislulling 1428 TeMar Avow, Sole 115, F1 Monte, CA 91731 P.m.400 1 By DY DAT d 3o 15 SH. OF RECEIVED CITv OF TUKWILA APR 1 3 2015 PERMIT CENTER *go 441Let.44 1210.G, kj.,iJ GoN1 t2C0S162 - 54, CoN7 *! o 5c26wSoo vea..4 b)-k-o [9 co 1t GAvy. vot4A eAcAA fA-c_e �k2-o33oi5 Tel: (626) 448-8182 ANF & ASSOCIATES �� (6ail: 6226)448- 092 ers Consulting Structural Engine 9420 Totter Avenue, Sate 118, El Monte, CA 91731 12% IMA 1.1e-TRAcK JOB NO. BY oY TE 3.40- js SH. OF Nb012-1-otqo uss 12x0�3/8 ADD CtA X /yvx�l Gt-t ',to s erGt-1 9T u.C7 u''-c 41C 2 -c:GKS scQ J TD ‘4452�c( �2 IrckS SG�,c -Vo CI 'v-ru-o --r ia) &CO 1(02 -- S & IGo f G. RECEIVED CITY OF TUKWILA APR 01 2015 PERMIT CENTER SSkH&330t5 Geotechnical Report Addendum Renovations at Former Mervyn's Department Store Round 1 Westfield Southcenter Mall Tukwila, Washington FILE COPY SHANNON FiWILSON, INC. GEOIBCHN NVIRON HiAI CON$UITANYs Excellence. Innovation. Service. Value. Since 1954. REVISION N01IL b Ff. o ct(� July 23, 2014 REVIEV ED FOR CODE COMPLIANCE APPROVED MAR 2 5 2015 CI of Tu WILDING DIVISION RECEIVED CITY OF TUKWILA MAR 17 2015 PERMIT CENTER Submitted To: Mr. George Opack O&L Architects 4712 Admiralty Way, #207 Marina del Rey, California 90292 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-21966-001: TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE CONDITIONS 2 4.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 2 4.1 General 2 4.2 Seismic Design Considerations 3 4.2.1 Ground Motions 3 4.2.2 Earthquake -induced Geologic Hazards 4 4.2.3 Existing Pile Lateral Resistance 5 4.3 Micropile Design and Construction 5 5.0 LIMITATIONS 7 6.0 REFERENCES 9 TABLE 1 International Building Code 2012 Ground Motion Parameters ..4 FIGURES 1 Boring Exploration Plan (1988 Geotechnical Report, Proposed Mervyn's) 2 Log of Boring C-1 3 Log of Boring C-2 (2 sheets) 4 Log of Boring C -3 5 Log of 13 ring C-4 6 Log of Boring C-5 APPENDIX Important Information about Your GeotechnicaUEnvironnnental Report 21-1-21966-1101-11:l.dood pilkn 21- t 21966-001 tg' GEOTECHNICAL REPORT ADDENDUM RENOVATIONS AT FORMER MERVYN'S DEPARTMENT STORE ROUND 1 WESTFIELD SOUTHCENTER MALL TUKWILA, WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical engineering studies to aid in the design of a new escalator and three new elevators for the building located at 1368 Southcenter Mall, Tukwila, Washington. Our understanding of the subsurface conditions and our knowledge of the existing building foundations is based on the information contained in our 1991 Geotechnical Report (Shannon & Wilson, Inc. [Shannon & Wilson], 1991) that was prepared for design of the subject building, formerly known as the Mervyn's Department Store. This current report can be considered an addendum to the 1991 Geotechnical Report. Our geotechnical scope of services included reviewing the subsurface conditions at the site, reviewing previous recommendations presented in the 1991 Geotechnical Report, consulting with the project structural engineer, analysis of pile vertical and lateral capacity, and developing geotechnical engineering recommendations for use in the design and construction of the proposed building renovations. We provided our services in general accordance with our proposal dated April 2, 2014, which was authorized by Mr. George Opack on April 30, 2014. 2.0 SITE AND PROJECT DESCRIPTION The project site is at the northeast corner of Southcenter Mall. The existing two-story' building has a structural floor slab at approximate elevation 28.5 feet, has a rectangular building footprint measuring 213.feet by 265 feet, and is supported on 18-inch-diameter augercast concrete piles. The building is currently occupied by the Seafood City Marketplace. We understand that the proposed building renovations project will include construction of a new escalator and three new elevators. The escalator and one new elevator will be located at the approximate middleof the west side of the building (between grid, lines A to 13 and 4 to 5). Two new elevators (one freight and one passenger) will be located on the south side of the building. We understand that the existing 18-inch-diameter concrete piles will be used to support the new structural loads to the extent possible. As -built drawings of the building indicate that the 21.1-296640l.R1. tp4 21-1.21966-001. i'1t) ;i1fv Il_' t 11\1. augercast piles were chilled to sufficient depths to achieve an allowable bearing capacity of 60 tons with an adequate factor of safety for static and seismic loading. 3.0 SUBSURFACE CONDITIONS Between 1959 and 1962, the project site was filled to the approximate existing ground surface with soils excavated from the upland slopes to the west. Based on the soils encountered during the subsurface explorations, the site is underlain by a sequence of fill material, estuarine sediments, alluvial sand and gravel and glacial deposits of sand and silt. Subsurface explorations were completed at the site in1988. The site exploration plan and boring logs are included with this report as Figures 1 through 6. Previous borings indicated that the surface fill layer is approximately 13 to 15 feet thick and consists of loose to medium dense to dense, silty, fine to medium sand with interbedded layers of fine sandy silt. Soils below the fill consist of soft to medium stiff, clayey silt with clay and peat layers (estuarine deposits) to depths of approximately 35 to 40 feet. Below depths of 35 to 40 feet, there is a 10-foot-thick layer of medium dense sand and gravel (alluvium) followed by dense to very dense, sandy gravel soils to a depth of approximately 71 feet. Below 71 feet, the soils consist of very dense, fine to medium _sand or hard silt (glacially overridden soils). Please refer to our 1991 Geotechnical Report for additional details on the subsurface conditions at the site. 4.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 4.1 General The soils at the project site consist of loose to medium dense fill over highly variable and compressible estuarine soils such as silt, clay, and peat. Based on our past experience with development at the project site, and our experience with the types of fill and native soils present, the site soils are not likely to be corrosive. No special corrosion protection is recommended for structural elements bearing in fill or native soils at this site. In our opinion, dense alluvial sediments and very dense glacial soils below the estuarine deposits provide competent support for the subject building. The existing augercast concrete piles bear in this layer. The structural design of the new escalator and elevators will not require any new retaining walls and will not rely on passive earth pressure to resist lateral loads. No lateral loads will be applied to the micropiles. We understand that the project structural engineer (ANF & Associates) has evaluated current and proposed building loads and determined that the 18-inch augercast piles generally have adequate capacity to support new loads from the escalator and elevators; however, the new escalator will L-1-2I966.O0l -R 1.docxfwp'Ckn 21-1-21966-001 require six new piles for additional support. We recommend that micropiles be used to provide the additional support need. Loads on these new micropiles will range from 30 to 100 kips (1 kip =1,000 pounds). We understand that there is approximately 15 feet of vertical clearance at the location of the new micropiles. This should be adequate for the equipment typically used for micropile installation. The proposed elevators on the south side of the building will generally bear on existing piles and grade beams; however, two additional micropiles are needed to support the south side of the proposed freight elevator located along grid line E.1. These micropiles will have design capacities of 60 and 70 kips. The following paragraphs present seismic design considerations and recommendations for micropile design and construction. 4.2 Seismic Design Considerations 4.2.1 Ground Motions The project is located in a moderately active seismic region. While the region has historically experienced moderate to large earthquakes (i.e., April 13, 1949, magnitude 7.1 Olympia Earthquake; April 29, 1965, magnitude 6.5 Seattle -Tacoma Earthquake; and February 28, 2001, magnitude 6.8 Nisqually Earthquake), geologic evidence suggests that larger earthquakes have occurred in the prehistoric past and will occur in the future (e.g., magnitude 8.5 to 9.0 Cascadia Subduction Zone llnterplate events, magnitude 7.5 Seattle Fault events). We understand that the project will comply with the 2012 International Building Code (IBC) (International Code Council, Inc,, 2012). The seismological inputs are short -period spectral acceleration, Ss, and spectral acceleration at the 1-second period,, Si, shown in Figure 1613.5 in the, IBC. Ss and Si are for a maximum considered earthquake, which correspond to ground motions with a 2 percent probability of exceedance in 50 years or about a 2,500-year return period (with a deterministic maximum cap in some regions). The mapped Ss and Si values and design spectral accelerations at the site are shown in Table 1 and are from probabilistic ground motion; studies completed in 2008 by the U.S. Geological Survey. 21 1219_ 66.ft(11-R I .doc vp/Ikn 2:1-1-21966-00`1 , TABLE 1 INTERNATIONAL BUILDING CODE 2012 GROUND MOTION PARAMETERS Ss (g's) Si (g's) Site Class Fa F. SIDS (g's) SNu (g's) Sus (g's) Sul (g's) 1.456 0.543 E 0.9 2.4 1.31 1.303 0.873 0.868 The site classification determines the site soil response factors. Our liquefaction hazard calculations indicate that scattered zones of the subsurface soils are potentially liquefiable. Potentially liquefiable soils generally correspond to site class F. However, because of the limited extent of potentially liquefiable soils and the fact that the existing foundations bear in dense soil that will not experience liquefaction, it is our opinion that a site class E adequately characterizes the site subsurface conditions. We assume that the proposed structure will have a period less than 0.5 second; IBC 2012 does not require a site -specific ground response evaluation for structures with periods less than 0.5 second. Furthermore, the mieropiles will be designed as deep foundation elements with a minimum, longitudinal reinforcement ratio of 0.005 extending the full length of the element. Thus, specific numerical analysis of maximum imposed curvatures from earthquake ground motions have not been performed for this project. We have considered the effects of limited liquefaction on site stability, foundation capacity, and settlement, and present our conclusions in -the following sections. 4.2.2 Earthquake -induced Geologic Hazards Earthquake -induced geologic hazards that may affect a site include landsliding, fault rupture, settlement, and liquefaction and associated effects (such as loss of shear strength, bearing capacity failures, loss of lateral support, ground oscillation, and lateral spreading). Became of the flat site topography and the discontinuous liquefiable soils, we consider the risk of landsliding at this site to be low The nearest mapped fault (Johnson and others, 1999) is the southernmost strand of the east -west -trending Seattle Fault Zone. The Seattle Fault Zone is approximately 2Y2 to 4 miles wide (north -south). The project site is located about 6 miles south of the southeriunost strand. Evidence of Holocene rupture (i,e., movement within the last 10,000 years) has not been reported along the southernmost strand of the Seattle Fault. Thus, given the recurrence interval and the. absence of an active fault below the project site, it is our opinion that the potential for fault rupture is low and not a design issue for this project. 21-1-21966401 itl:doc?Jwplfko 21-1-21 966-00`1 l Liquefaction and related effects pose the most significant earthquake -induced geologic hazard at the site. Based on our previous studies at the site, it is our opinion that localized and discontinuous zones of loose to medium dense sand between 35 and 40 feet below ground surface are susceptible to liquefaction. These liquefaction -susceptible soils are relatively thin layers that are either discontinuous laterally or display widely varying fines contents. Therefore, localized liquefaction is more likely than widespread liquefaction. We estimate strong ground motion earthquakes could cause several inches of post -liquefaction settlement at the Southcenter Mall parking lot areas and structures that are not pile -supported; however; because the subject building is supported on piles bearing in non -liquefiable soils, settlement is not likely. The potential for lateral spreading is very low and not a design issue for this project. 4.2.3 Existing Pile Lateral Resistance We used the computer program LYILEPLuS, Version 5.0 (Reese and Wang, 2010) to analyze existing 1 8-inch-diameter concrete piles embedded to a depth of approximately 70 feet below finish grade. We analyzed the piles using combination of an axial load of 60 tons (120 kips) and a lateral load of 5, 10, and 20 kips. We assumed fixed -head conditions. The analysis indicated that less than Vi inch of lateral deflection would occur under these lateral loads. We understand that the new micropiles that will partially support the escalator and elevators will not be subjected to lateral loading. 4.3 Micropile Design and Construction To satisfy axial compressive capacity requirements of 30 to 100 kips, as shown in the structural plans, we recommend that the additional piles for the escalator and elevators consist of pressure - grouted micropiles. Micropiles provide a cost-effective, high -capacity foundation system for structures where conventional deep foundations are not practicable, such as buildings with limited access and overhead clearance or those sensitive to noise and vibration: Micropiles are drilled using a temporary steel casing and a drill bit and rod. Soil is removed from the shaft with circulating mud or air, and grout is pumped in under pressure from the bottom of the hole as the casing is extracted. A steel rebar cage can be set in the shaft and the casing can be left in place (typically in the upper 10 feet or so of the shaft) for additional lateral reinforcement. Permanent casing should not be left in the portion of the hole that is bonded with dense sand and gravel or glacial soils. Micropiles are drilled and pressure grouted to form relatively small -diameter, e.g., 7- to 10-inch- diameter, high capacity piles. We understand that I0-inch micropiles are called for in the structural plans. The capacity of the pile is dependent upon the diameter, bonded length, and soil 21-1-21966-001-R1.docx/wp lkn 21-1-21966-001 it lily 1 1'4;:; or rock conditions. At the subject building site, micropiles would derive their axial capacity primarily from the medium dense sand and gravel alluvium layer and the underlying very dense or hard glacial soils. We recommend ignoring the frictional resistance of the upper 40 feet of soils because of the compressible nature of these soils and the potential for post -earthquake settlement. Micropile lengths will vary across the building footprint for a given load capacity due to the variable pile capacities required. Preliminary capacities of pressure -grouted micropile can be determined using an ultimate bond stress (skin friction) of 17 pounds per square inch (psi) in the medium dense to dense, sandy gravel layer present from 40 to 60 feet deep, and 40 psi in the hard glacial silt below 60 feet. An appropriate factor of safety (FS) should be applied to the ultimate skin friction provided above. We recommend using FSs 2.5 for the static loading case. This FS provides adequate resistance from post -seismic downdrag forces on micropiles that may occur in some areas following a design -level earthquake. Based on our experience with high -capacity micropiles at sites with similar soil conditions, we expect that construction phase loading will cause the micropiles to experience less than''Y2 inch of settlement. Post -seismic downdrag loads on micropiles will be negligible. For 10-inch-diameter micropiles, the skin friction described above equates to an allowable bond strength of 2.6 kips per foot of embedment between 40 and 60 feet deep and 6 kips per foot of embedment below 60 feet. Thus, a 30-kip capacity micropile will need to be installed to a minimum depth of 52 feet (40 plus 12 feet embedment in bearing soils). The 100-kip micropile will need to be installed to a minimum depth of 68 feet. Note that the depth of glacial soils may vary and should be confirmed by observation of the drilling process during construction of the micropiles: Load testing can be completed on sacrificial piles or production piles. Testing sacrificial piles would allow loading to failure that would indicate the ultimate bond stress for the bearing soil, whereas testing production piles typically includes loading one pile to 200 percent of design load rather than loading to failure. We recommend that a tension load test (ASTM International D3689-07) be performed on one production micropile to verify that the estimated ultimate bond stress values for the constructed micropiles are appropriate. Based on anticipated behavior of the fill and native granular soils described in borings at the site, we anticipate the quick -load test procedure (Section 8.1.2) could be used. The tension load test will require a load frame that reacts against the ground surface or the adjacent concrete structure (slab or grade beams). Note that the pile -supported structural floor slab may not have adequate capacity to resist the reaction loads during micropile testing. We recommend that the micropile subcontractor be required to submit a detailed testing plan including the design and location of the reaction frame along with the loads anticipated at the 2l-t-21966-OO1 J U. pIlkn 21-1-21966-00I " 6 4.-;t7i� , II\ reaction points. This should be reviewed and approved by the project structural engineer. Alternatively, the Contractor may elect to perform the test on a sacrificial micropile located outside the building footprint. 5.0 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist, and further assume that the explorations are representative of the subsurface conditions at the former Ivlervyn's building site; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. Within the limitations of the scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Our conclusions and recommendations are based on our understanding of the project as described in this report and the site conditions as interpreted from the explorations. lf, during construction, subsurface conditions are observed that are different from those encountered in the field explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. If there is substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or the time lapse. This report was prepared for the exclusive use of 0 + L Architects, and other members of the design team. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions such as those interpreted from the exploration logs and presented in the discussions of subsurface conditions included in this report. The scope of our geotechnical services did not include any environmental assessment or evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air on or below the site, or any evaluation for disposal of contaminated soils or groundwater should any be encountered, except as noted in this report. 21-1-21966-001-RI.docxtvpfi n 2 t- t-i1966-t)0 Shannon & Wilson, Inc. has prepared an Appendix, "important Information About Your Geotechnical/Environmental Report," to assist you and others in understanding the use and limitations of our reports. SHANNON & WiLSON, INC. Martin W. Page P.E., L.E.G. Vice President Geotechnical Engineer, LEED AP, DBIA MWP:TMG/mwp 21-121956-001-1U.doc up!ikn 21-1-21966-00 1 6.0 REFERENCES International Code Council, Inc,, 2012, International building code: Country Club Hills, 111., International Code Council, Inc., 676 p. Johnson, S.Y.; Dadisman, S.V.; Childs, J.R.; and Stanley, W.D., 1999, Active tectonics of the Seattle Fault and Central Puget Sound, Washington --implications for earthquake hazards: Geological Society of America Bulletin, v. 111, no. 7, p. 1042-1053, July. Reese, L.C.; Wang, S.T.; Iscnhower, W.M.; and Arrellaga, J.A., 2010, LPILE Plus v. 6.0: Austin, Texas, Ensoft, Inc. Shannon & Wilson, Inc. (Shannon & Wilson), 1991, Geotechnical Report for New IVlervyn's Department Store at Southcenter Shopping Centel, Tukwila, Washington: Prepared for Mervyn's Department Stores, 22301 Foothill Boulevard, Hayward, CA. 21-1-21966.0014I .dovx/wptlkn 21-1 21966-0.01 Z Glass Wall J.C.Penney Existing Parking /—\ A i- B-137� Glass Wall H-7 Y 27 I I 1 H-8 L _J 2�� ��,_ Proposed Additional Mall Shops SOIL DESCRIPTION Surface Elevation: 27.1 ft. Asphalt et surface, underlaid by gravel. Dane to medium dense, blue -grey to brown, slightly gravelly fine SAND end SILT, moist to dry with organics end Iron oxide steins. (FILL) Stiff to oedluN stiff, leyared blue -grey clayey SILT end very clerk brown PERT, moist to vet, vita some fine sand and organics. Soft, dark grey, clayey SILT, moist to vet, with stalls. Silt of low plasticity and 1 1 (very texture. r Vary loose, dark pray, slightly clayey, silty 1 ftna SAND, moist to vet with sons fine gravel and shells. Med i um danse, dark gray, s 1 l ght 1 y silty t o silty, fine to coarse sandy, fine CRAM. vet. r Danse, dark grey, nedit,,s to coarse sandy, (Ina to coarse gIRVEL, vet with soot silt. Layered, dark gray to orange -brown. hard fine to coarse sandy SILT, and very dense, medium to coarse SAND and CROVE1., dry to motet. with organi-cs and gravel. Silt forming potdcats. goring Completed 6-27-8e Bottom of Boring O 14 3S in ul a a A Iz 2= 31 4= 5I lijJ 91 40 91 10M lIS 14*1 63 131 14= SO 15= 17= 18= 19= 28= 98 21= �za a w 04 a V 2 u 0 6 N 10 60 76 88 98 100 0 • Slandatd Penetration Resistance (140 It.. weight, 30" d.op) A Blows pet toot 28 42 83.7 . .'�Ci • .... SO •6,:.:..:,► :95/ 5ft .-_'',�► LEGEND 12 O.O. split spoon sample 11 3" O.D. thin wall sample •Sarnpie not: recovered Attsrbsrg Limits: (-- —1.o•-- Liquid limit Natural water content Plastic limit impervious seal 2 water ieveI Piaz omelet tip Sample pushed AUg. 1988 11 28 41 60 % Water content PROPOSED DEPARTMENT STORE *5 SOUTH CENTER SHOPPING CENTER LOG OF BORING C-1 V4977.81 NOTE; The stratification lines represent theapproximate boundaries between soil types and the transition may be gradual. SHANNON & WILSON, INC. Geotevhnical Consultants FIG. ., SOIL DESCIIIPTION Surface E Ievation: 24.9 ft. Asphalt et strrfac,, underlaid by gravel. Very stiff, gray to orange -brown, slighily clayey, fine sandy SILL moist with somO coarse gravel and organics. Clay forming in pockets. Layered, soft gray -brown, clayey SILT and medium stiff, dbrk brown to black, laminated silty PERT, moist. Soft to very soft, brown to blue -gray, straitfled clayey SILL moist to vet, silt of low plasticity and Livery iextur.. Mod lum dense blt.,e-gray, fine to coarse sandy fine GRAVEL, wet. Dense to vary dense, blue -gray slightly silty medium to coarse sandy flna GRAVEL, wet, with some organics. Very dense, 61u. gray silty fin. gravelly fino to medium SAND, moist to wet with some 'j organics. C- hard, distorted laminated layers of gray end brown Sfl.7, dry, utih a trace of gravel and organics. Soil breaks along ftssuratr. Boring continued next page w, w I r (1.0 w d 14 25 3S 46 71 1J 2= 3= 51 6= I1 9= 10T 11' 1 4 I 15= 76 16i 37= 18z 19' 2Bz q_ 0 0 Standard Penetration Resistance 1140 Ib. weight, 30" drop) Blows per loot 713-- 46 60 r 10 213 30 40 cn c c 50 60 70 80 90 1..0E • 41 • • 71.3 215.7 : 5$/.6`.:.. 1D815` ;_,b LEGEND 1 2" 0.D. split spoon sampie 31 3•' 0.0. rhin•wall sample 'Sample not recovered Ati erb erg :Limits: i--�*-=—I-r— Liquid limit �""-- Natural water content Mastic timit Impervious seal Q W stet level Pie omet r t'rp Sample pushed NOTE; The stratification lines represent the approximate boundaries between -soil types and the transition may be eraduaL E 20 49 60 % Water content PROPOSED DEPARTMENT STORE #5 SOUTH CENTER SHOPPING CENTER LOG OF BORING C-2 W- yfi77- 02. RUC. 1988 V4977--01 SHANNON & WILSON.INC.] Fi(_ , / SOIL DESCRIPTION Surface Elevation: 24.9 f`t. Nerd. dls-tortad laminated layers of pray end brovn SILT, dry vtttt a trace of gravel and organics. Soil breaks along flssuras. Bottom of Boring Boring Coaapleted 6-30-66 tl w 0 w w J a A 1193 1113 21 x au aw Oft O ' sr 1 llk 12A 130 141 160 17g leg 19$' Standard Penetration Resistance (140 Ih. weiphl, 30" drop! Blows per foot 0 i.._ _ _._-_ fig • = 2" O.D. split spoon samp)e 3" O.D. tttin•wall sample •Srmpls not recovered A ttuberp Limits: k— �•a- Liquid limit Natural water -•cc Plastic: limit LEGEND mans A imperviousseal Q Water level Pis:Orr/ ator tip P Sample pushed A 3A 4A 60 410 % Water content PROPOSED DEPARTMENT STORE *5 SOUTH CENTER SHOPPING CENTER LDG OF BORING C-2 MC. 1900 - V49 „11 NOTE; The stratification lines represent the approximate boundaries bstwsen soil types and the transition may be gradual. SHANNON & WILSON, INC.. Geotschnica)Consultants FIG. SOII. DESCRIPTION Surface Elevation: 24.9 ft. Asphalt al surface, unde•161d by gravel. Layered, dens., blue -gray, s t tty fine SAND, and very stiff yellow -brown, fans sandy SILT, toolst, to dry with fine gravel and organics. Medium stiff, gray to brown, layered fine sandy SILT, and PEAT, moist, with sone clay. 511t of low plasticity end livery texture. Sodium dens., gray, fins to coarse sandy, fins to cows* QtRVEL, v.t with sow. s11t. Dense to very dens., blur --gray, fine to coarse sandy, fins Q4RVEL, wet, with some slit. M.dtu, dens., pray, silty fine SAND, wet, with some organics. Vary dens., gray to yellow -brown, silty fin. SAND, wet with sow. coarse gravel and Iron oxide stains. Silt forting In pockets. Hard, pray to brown, titstort d laminated layers of fine sandy SILT, dry with some silt In pockets. Sotto* of Swing 8crinp Completed 7-1-08 w a Zs J JtW a r O O N 0�' r 1= 14 41 51 /le 35 6 0 o c 45 `a 0 I am 11= 55 12J 61 13= 141 71 15= 16= 17= 16x 93 19= w Q 1a SO 60 70 0 68 98 188 Standard Penetration Resistance (140 Ib. weight, 30" drop) A Blows per loot 211 413 68 • 84.1 • • .......... ... . ... ._...... 66 • '12 e• ►--•�• 4 1lS/6":: --? 4 4 O.D. split, spoon sample 31 3" O.D. thin.well sample 'Sample not recovered A,tarberg limits: $ -----i--*-- Liquid limit Nslurs) water content LEGEND 8 Piss tic limit impervious seal �i mate, level ➢ier°meter tip Sample pushed 26 41 60 • %-Water content PROPOSED DEPARTMENT STORE s*S SOUTH CENTER SHOPPING CENTER LOG OF BORING C-3 W - 4977- 02- 111IC 1966 V4977-41 NOTE'; The stratification tines represent the approximate boundaries between soil types and the transition may be gradual. SHANNON & WILSON, INC. Geotechnical Consultants 1' IG. 2 SOIL. DESCRIPTION Snrtete E tevation: 77-13 ft. Ill 0 0 w a ci z O~ tt ins w n Standard Percetcahon Resistance (140 Ih, weight, 30" drop) ♦ (lows pot toot 0 20 40 60 Asphalt at .surfacer, underlaid by gravel. Layered blue --grey -to brown, medium densa, silty fina SAND, and stiff to vary stiff. sandy SILT to clayey SILT, dry to moist, with organics and silt forpIng In pockets. (FILL) Medium stiff, blues -gray to brown, sl!ghtly clayey SILT, vat with organics and shells. 511t of low plasticity and 1!vary taxtura. Vary soft. 61us-gray to brown.. clayay-SILT to silty -CLAY, with shells and organics. Hadtua dense, gray „adluro to coarse sandy fina GRAVEL., vat with swag shells, and b trace of silt. Dense, gray, medium to coarser sandy fina GRAVEL, vat with some silt and shah s. Vary densa, gray, stadium to coarse sandy fine CRAVEL, vet with solos silt and organics. Herd, orange-^brownu fine candy SILT, dry to moist, with a trace- of final gravel and organics. Boring Completed 6-29-136 1�otiofo of Boring 0 )4 35 411 50 6S 75 Z 21 31 517 61 8= 91 !a= I = 121 13 = 141 ]5= 16= l7 s 19= 97.6 21 a v la 2 c 20 n rn c 30 40 60 70 BB 90 1sa : : D 5O/ 2` ' '-�-�-'► 'SO/ 2*.- LEGEND Z 2" 0.D. split spoon sample II 3"13.D. thin -wall sample 'Sample not recovered Attsrberg Limits: F—---+,- Liquid limit Netorat water content Plsstit limit Impervious sea) .2 Water level Piexomates tip Sample pushed 1.13 433 b 410 % Water content' PROPOSED DEPARTMENT STORE etc SOUTHCENTER SHOPPING CENTER 1 SHANNON & WILSON, INC. aotechnical Consultants LOG OF 50R INC C-4 W H`i77—OZ. AUG 1960 V4977-01 NOTE; The stratification liner lsprssent tht approximate boundaries between soil types and the transition may be gradual. FIG. 5 SOIL DESCRIPTION Surface Elevation: 27•D f"1• Asphalt ai surface, underlaid by greval. Lay.r.d, medium d.ris., brown to gray, silty fin. SAND, and vary stiff, clayey SILT, with soma coarse send end fin. gravel. Moist to dry. (FILL) Soft, lay.r.d, blue -gray to dark brown clayey SILL, and SIL7Y—PER1,. moist to dry. Vith soma gravel end organics. Medium stiff, gray, clayey SILT, vlth sore, fins send and gravel. moist, vith orgbncls and shells. Medium dense to dens., grey, flna to coarse sandy, cows. CRAVE)•, vet, v i'th soma x I end b *trite* of shells. Vary dansa brown -gray, slightly silty, fIna to madluat SAND, moist. bard, blue -pray to yellow -brown, fin+ 40 aadlt,m sandy SIL1, moist io dry, mI4h sowm fin. gravel. Hard, buck, fins sandy, Cleyay SILT, dry, poor grade light't., Ismail purple aruragte of volcbntcash). Bottom of paring;- Compi.t.d 7-5-88 LEGEND = 2"'O.D, split spoon sample it 3" O.D. thin -wall sample `Sample not reroverall A tterbarg 1 irttil : 'Liquid Broil • Natural water content Plastic limit p 21 6a 30 71 8= 40 9= 1S= 111 121 60 13= 70 15 = 16 �c 17 x 18= 90 19' 97.5 Impervious seal :Q Water level Pisrometar tip Sample pushed NOTE; The stratification lines represent the approximate boundaries between soil types and the transition may be gradual w J 0 cr w D pQ tY 1.11 t7 ' O a Standard Penetration Resistance (140 Ib. weiphi, 30" drop) A Blow s per loot 0 20 40 60 A • • 0/ : 'SA/ • 108.8 s0/ s.!....�. SA/ 2' '50% 2 e.. _Ca f % Water Cent at PROPOSED DEPPR1MEN7 STORE *5 SOUTH CENTER SHOPPING CENTER LOG OF BORING:C-5 W- 4177`61 MC. 198E V4977-01 SHANNON & WILSON. INC. G eotechnical Consultants FIG. 46 NNON <-iV 1 ON, INC, APPENDIX IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT 21.-1-21966-00I • j MIMI! ISHANNON & WILSON, INC. Attachment to and part of Report 21-1-21966-001 Geotechnical and Environmental Consultants Date: July 23, 2014 To: Mr. George Opack O&L Architects IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (I) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of'the proposed project is altered; (3) when the location or orientation of theproposed project is modified (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environrnental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. Whilenothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page I of2 t/2014 A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report arc preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnicaUenvironmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability, Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate theta to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnicaUenvironmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being Lodged against consultants. 'To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents'. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all partiess involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2014 Pin FILE COPY m ANF & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS EVISION NO.: RECEIVED CITY OF TUKWILA MAR 17 2015 PERMIT CENTER For Landlord Work Round One at South Centre Mall 2800 Southcenter Mall Tukwila, WA 98188 Architect O+L Architects Beacon Arts Building 808 N La Brea. Avenue Los Angeles, CA 90302 (855) 793-2229 11-1 --- I cib 9420 Telstar Avenue, Suite 118, El Monte, California 91731 Tel: (626) 448-8182 Fax: (626) 448-8092 ' ail: net 14906.00 Round one at South Center Mall Content Structural Design information 2 3 * (Part I Remodel Area at Grid Line 3-5/A--C) Design Load DL- 1 -3 New Girder Design Check G-1-11 Guider rail support GR- 1 Reinforcing Beam Design Check RB-1-9 Re -check Column Design C-1-8 Foundation Check F-1-5.6 Diaphragm Shear Check on 2nd Floor DS-1-6 (Part II New Area at South of Grid Line 1) (Independent building w/seismic separation) Design Load on New Elevator D-1 Lateral Load Analysis and Distribution L-1-3 3D model repot 1-25 Beam Design Check B-0-2.1 Column Design Check C-1-2.1 Moment Frame connection check MF-1-2 Guider rail design check GR-1 -3 Grade Beam Footing Check GB-0.1-7.1 Critical Reaction at Base R-1-7 Pile Load P-1 Light Frame Wall using Flat Strap Bracing LF-1--3 Base Plate and Anchor Bolts AC-1-2 Misc Calc. or other attachment MT-1--3 • Scope of Work: The job purpose is tenant improvement to add a new stair, an elevator and two way of escalator between line 3. 5/A--C area and add two elevator at south of line 1 /C—D. To demo portion floor area and to add new frame or to reinforcing frame and check footing or add new footing as plan S1.0, S2.0. Structural Design Criteria Code: 2013 California Building Code/ 2012 International Building Code AISC 07-10 Minimum Design Loads for Building and Other Structures ACI 318-08 Building Code Requirements for structural Concrete. A1SC Steel construction Manual-14th ed. Design Standard Specification Materials: (E)Steel ASTM-A36 ASTM-A501 ASTM-A36 ASTM-A307 Fy=36 ksi for structure steel Fy=46 ksi for steel tube Fy=36 ksi for connection plate or stiffner for all bolts, U.N.O. ASTM-A325 or A490 high strength bolts, and use fiction type for structural joints as specification (E)Concrete Normal weight Concrete 150 pcf, fc'= 4000 psi for grade beams, slab on grade and pile caps. Light weight Concrete 110 pcf, fc'=3000 psi for topping concrete over metal deck Reinforcing Steel: ASTM A615, Gr.60, Fy= 60ksi for bar #5 & up ASTM A615, Gr. 40, Fy =40ksi for bar #4 and smaller Steel ASTM-A572 or A99: Fy=50 ksi for shape steel ASTM-A500 Gr.B Fy=46 ksi for hollow steel ASTM-A36 Fy=36 ksi for steel plate or stiffner ASTM-A307 for all unfinished bolts ASTM-A325 or A325X high strength bolts ASTM-A653, S.S. Gr.80 or Zinc coated ASTM-A653, Gr.90 Fy=33 ksi for roof or composite metal deck and all accesssories Concrete Normal weight 150 pcf, fc'= 4500psi for new slab on ground floor Normal weight 150 pcf, fc'= 3000psi for curb at ground floor Light weight 110 pcf, fc'=3000 psi for topping concrete over metal deck Reinforcing Steel: ASTM A615 Deformed Bar Grade 60, Fy 60ksi for #4 & up ASTM A615 Deformed Bar Grade 40, Fy 40ksi for #3 Page 3 ANF & Associates Project Round one at South Center Mall Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Engineer Vicky Liu For Westfield Design & Construction Job No.: 14906 Date: 07/23/14 Page: DL- 1 Design Load Roof D.L. Floor D.L. Roof and Insulation 1 1/2 Type H-36 Metal deck Steel framing MEP(include Sprinkler) Ceiling and MISC Total D.L. L. r = (Snow Toad=25psf, Un-reductable) 3 1/2" N.W. Conc. Over 1 1/2" type B Formlok 22 GA metal dec Beam & Girder flooring MEP(include Sprinkler) Ceiling and MISC Total D.L. L.L.= 5.2 psf 2.3 psf (program auto calc) 4.0 psf (program auto calc) 3.5 psf 4.0 psf 19.0 psf (* not included in model weigt 12.7 psf) 20.0 psf (Reductable) 51.0 psf (program auto calc) 10.0 psf (program auto calc) 2.5 psf 3.5 psf 4.0 psf 71.0 psf (' not included in model weigt 10.0 psf) 100.0 psf (Un-reductable) Floor Map pt..-2_ IGM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC 07/28/ 14 14:59:29 Steel Code: AISC 360-10 ASD Floor Type: floor 4ar-itut linear Logo( a6Sl if ivtole.x see vtexf- Pole. Po; auto ivtc wke 5.0..4- we; 1kt . 1. vt%a»5 CIMO.&tl vv,:(1 Sri; btu) �-b 111 Floor Map RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC Page 2/2 07/28/14 14:59:29 Steel Code: AISC 360-10 ASD Surface Loads Line Loads Label floor S. elevator floor Label L 1 2F edge wall L3 wall on 2F slab L4 parapet on slab L5 cmu parapet L6 2F parape twall L7 rail for stair open L9 stair L 10 elevator L11 stringerl L 12 stringer2 Point Loads P1 P2 P3 Label Escalator stringer 1 stringer2 DL CDL psf psf 10.0 0.0 14.0 0.0 DL CDL k/ft k/ft 0.200 0.000 1.300 0.000 0.300 0.000 0.000 0.000 0.130 0.000 0.050 0.000 0.800 0.000 0.200 0.000 0.300 0.000 0.480 0.000 DL CDL kips kips 5.500 0.000 3.360 0.000 6.720 0.000 LL Reduction psf Type 100.0 Unreducible 100.0 Unreducible LL Reduction k/ft Type 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.000 Reducible 0.050 Reducible 1.000 Reducible 0.200 Reducible 0.350 Reducible 0.600 Reducible LL Reduction kips Type 5.500 Unreducible 4.200 Unreducible 8.400 Unreducible PLL CLL Mass DL psf psf psf 0.0 0.0 10.0 0.0 0.0 14.0 PLL CLL Mass DL k/ft k/ft k/ft 0.000 0.000 1.000 0.000 0.000 0.500 0.000 0.000 0.300 0.000 0.000 1.040 0.000 0.000 0.650 0.000 0.000 0.050 0.000 0.000 0.800 0.000 0.000 0.000 0.000 0.000 0.300 0.000 0.000 0.480 PLL CLL Mass DL kips kips kips 0.000 0.000 5.500 0.000 0.000 3.360 0.000 0.000 6.720 Floor Map RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC DL-3 07/28/14 14:59:29 Steel Code: AISC 360-10 ASD Floor Type: Roof 4 l'. wx...4 ra .«+44 ..o.ww H aq ... ;,a WI .« "Flax, IVS, kl kF ..,x... w 17.« ++ w �lc : le ) w q i a I a d i ? a a a a s a z ? i E ; i .. .x. L.J • J..4 ..° . _ 4.J 1...1 -W.,. u .. ax.x a a MAP. e AeotY- a +4 J.M i M 3 1 de;de,„„4 1 N4 i `a4 A\\ A ..Qf • Z -for I,oa.dl aS.1%• See hex-t, pa e . (frtol;..t otwto ; vt J 4mL SCI f ,mac;, a6s rw... 1,, otec.k a k 1wt- • ;ovio410 Floor Map RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC Page 2/2 07/28/14 14:59:29 Steel Code: AISC 360-10 ASD Surface Loads Line Loads Label Roof S. elevator Roof Label L2 Roof Parape DL psf 12.7 10.0 CDL psf 0.0 0.0 LL Reduction psf Type 20.0 Roof 20.0 Roof DL CDL LL Reduction k/ft k/ft k/ft Type 0.060 0.000 0.000 Reducible PLL psf 0.0 0.0 CLL Mass DL psf psf 0.0 12.7 0.0 45.0 PLL CLL Mass DL k/ft k/ft k/ft 0.000 0.000 0.800 RAM Modeler V14.06 - Floor Plan: floor DataBase: 14906 Mervyn's south center rnali-7(OMF) 06/12/14 11:01:57 Pae: 0 4 co N t0 � H co N m t0 co (0 m r 29 m CO r WO CO g r N r N co r V r 1w7 r r W Wr .- O r O O� r Q 0 O N M r N N N N to th N 191 0 Vu N c C 13 12 11 .+ 1 10 27hi r- 4 57 ei c<- r r N r L v r to r Lo r CO r co r N N N N 189 N C 9 r 8 7 26 -- Gl( 1159 H lT 1 5 oo N. 6 5 104 I v n 4 o VT- 0 55- 103 N N N N N [ 44 102 101 2 24 N M C4 0) r r r r , N 's 1-4 22 (0, 21 40 Inn 39 co co 53 r r N r N r r V r CO V r 0 t0 r C` r W r 186 N N N N N C ~ coop m "a,rwM.� $ Be... jape 4 -0 �N Iv (E)W24x68 (E)32" F.J. ---(E)W21 i 4 :)32" F.J. 1)32" F.J. C=1/2" 1)3 4 0 1)32" F.J. C=1/2" 1)32" F.J. 1)321_r. C=112" :)32" F.J. (N)W30x90 (E)32" F.J V16x26, C= 1 2" (E)32" F.J. (,N,)W18x76 (E)1,121 x50 (E)32" F.J. (C)W21x+4 )(Atli Mil E)W16x26, C-1 (E)32" F.J. N .... tx N� / 4 X (E39W626 > E)W16x26, C=1/2" x (E)36" F.J. x (E)32" F.J. C=5/8" (E) 16x26, C=1/2" (E)W21 x50 (E)32" F.J. V) X G) X CD Gravity Beam Design AIM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 61f 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 75 SPAN INFORMATION (ft): I -End (20.25,108.50) J-End (57.25,108.50) Beam Size (Optimum) = W21X48 Total Beam Length (ft) = 37.00 Cantilever on left (ft) = 7.50 Cantilever on right (ft) = 1.50 Mp (kip-ft) = 445.83 POINT LOADS (kips): Fy = 50.0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 0.250 1.47 0.22 0.0 1.80 0.00 0.0 0.00 Snow 0.00 10.250 1.67 0.00 0.0 2.50 0.00 0.0 0.00 Snow 0.00 13.050 1.92 0.00 0.0 2.52 0.00 0.0 0.00 Snow 0.00 15.850 2.52 0.00 0.0 3.78 0.00 0.0 0.00 Snow 0.00 21.450 2.52 0.00 0.0 3.78 0.00 0.0 0.00 Snow 0.00 24.250 1.92 0.00 0.0 2.52 0.00 0.0 0.00 Snow 0.00 27.050 1.65 0.00 0.0 2.47 0.00 0.0 0.00 Snow 0.00 29.750 2.91 0.31 0.0 3.59 0.00 0.0 0.00 Snow 0.00 32.650 1.71 0.00 0.0 2.56 0.00 0.0 0.00 Snow 0.00 35.450 1.92 0.00 0.0 2.52 0.00 0.0 0.00 Snow 0.00 37.000 12.11 0.18 0.0 12.20 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.250 0.050 0.050 0.0% Red 0.000 7.500 0.050 0.050 0.000 2 7.500 0.050 0.050 0.0% Red 0.000 29.750 0.050 0.050 0.000 3 0.250 0.026 0.000 NonR 0.000 7.500 0.026 0.000 0.000 4 0.250 0.008 0.050 NonR 0.000 7.500 0.007 0.050 0.000 5 7.500 0.026 0.000 NonR 0.000 29.750 0.026 0.000 0.000 6 7.500 0.007 0.050 NonR 0.000 29.750 0.007 0.050 0.000 7 0.000 0.048 0.000 NonR 0.000 7.500 0.048 0.000 0.000 8 7.500 0.048 0.000 NonR 0.000 35.500 0.048 0.000 0.000 9 35.500 0.048 0.000 NonR 0.000 37.000 0.048 0.000 0.000 SHEAR: Max Va (DL+LL) = 28.62 kips Vn/1.50 =144.20 kips MOMENTS: IGM Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 1' I Page 2/2 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Span Cond Left Max - Center Max + Max - Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Left cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Neg Total load (in) Center span: Dead load (in) Live load (in) Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Neg Total load (in) LoadCombo DL+LL DL+LL DL+LL DL+LL DL+LL Ma kip-ft ft -31.5 7.5 161.5 21.5 -36.8 35.5 -36.8 35.5 161.5 21.5 Left Right 12.19 24.35 16.35 28.84 -0.66 -0.62 28.55 53.19 = 0.212 L/D = 850 = -0.135 L/D = 1337 = 0.433 L/D = 416 = 0.645 LTD = 279 at 21.50 ft = -0.287 at 21.64 ft = -0.508 at 21.64 ft = -0.795 = 0.044 L/D = 821 = -0.025 L/D = 1467 = 0.088 L/D = 409 = 0.132 L/D = 273 Lb Cb ft 7.3 1.00 5.6 1.07 0.1 1.01 1.5 1.00 5.6 1.07 1.67 1.67 1.67 1.67 1.67 L/D = 1171 L/D = 661 L/D = 422 S2 Mn/Q kip-ft 253.31 264.77 264.77 264.77 264.77 Gravity Beam Design IGM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC (a 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 56 SPAN INFORMATION (ft): I -End (8.00,94.50) J-End (8.00,126.50) Beam Size (User Selected) = W21 X44 Total Beam Length (ft) = 32.00 Mp (kip-ft) = 397.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 22.750 3.53 1.72 0.0 2.25 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.050 0.050 32.000 0.050 0.050 2 0.000 0.103 0.000 32.000 0.103 0.000 3 0.000 0.030 0.200 32.000 0.030 0.200 4 0.000 0.026 0.000 22.750 0.026 0.000 5 0.000 0.007 0.050 22.750 0.007 0.050 6 22.750 0.194 0.000 32.000 0.194 0.000 7 22.750 0.056 0.375 32.000 0.056 0.375 8 0.000 0.044 0.000 32.000 0.044 0.000 SHEAR: Max Va (DL MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) +LL) = 18.59 kips Red% Type PartL 0.0% Red 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 Vn/1.50 =144.90 kips LoadCombo Ma kip-ft DL+LL 125.5 DL+LL 125.5 at at at ft 21.2 21.2 Left Right 5.49 8.40 6.38 10.19 11.87 18.59 16.64 ft = 16.80 ft 16.80 ft = -0.424 -0.498 -0.922 Lb ft 0.0 0.0 Fy = 50.0 ksi Cb S2 1.00 1.67 1.00 1.67 L/D = L/D = LID = 906 771 417 Mn/1) kip-ft 238.02 238.02 Gravity Beam Design RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 55 SPAN INFORMATION (ft): I -End (8.00,81.50) J-End (50.00,81.50) Beam Size (Optimum) = W30X90 Total Beam Length (ft) = 42.00 Mp (kip-ft) = 1179.1 7 Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 3.000 1.96 0.00 0.0 2.56 0.00 0.0 0.00 Snow 0.00 5.400 2.57 0.00 0.0 3.85 0.00 0.0 0.00 Snow 0.00 11.100 2.79 0.00 0.0 4.18 0.00 0.0 0.00 Snow 0.00 14.200 2.05 0.00 0.0 2.71 0.00 0.0 0.00 Snow 0.00 16.800 2.63 0.00 0.0 3.94 0.00 0.0 0.00 Snow 0.00 22.500 12.59 6.34 0.0 8.40 0.00 0.0 0.00 Snow 0.00 22.500 2.69 0.00 0.0 4.04 0.00 0.0 0.00 Snow 0.00 25.300 2.02 0.00 0.0 2.66 0.00 0.0 0.00 Snow 0.00 28.100 2.66 0.00 0.0 3.99 0.00 0.0 0.00 Snow 0.00 33.700 2.66 0.00 0.0 3.99 0.00 0.0 0.00 Snow 0.00 36.500 2.02 0.00 0.0 2.66 0.00 0.0 0.00 Snow 0.00 39.300 1.74 0.00 0.0 2.61 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.050 0.050 0.0% Red 0.000 42.000 0.050 0.050 0.000 2 0.000 0.026 0.000 NonR 0.000 42.000 0.026 0.000 0.000 3 0.000 0.007 0.050 NonR 0.000 42.000 0.008 0.050 0.000 4 0.000 0.090 0.000 NonR 0.000 42.000 0.090 0.000 0.000 SHEAR: Max Va (DL+LL) = 51.96 kips Vn/1.67 = 249.07 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft Center Max + DL+LL 697.8 22.5 5.7 1.05 1.67 706.09 Controlling DL+LL 697.8 22.5 5.7 1.05 1.67 706.09 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Left Right 22.37 23.30 27.47 28.66 49.83 51.96 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 21.21 ft = -0.869 L/D = 580 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 3'I Page 2/2 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Live load (in) at 21.21 ft = Net Total load (in) at 21.21 ft = - 1.069 - 1.439 L/D = 471 L/D = 350 Gravity Beam Design IGM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 102 SPAN INFORMATION (ft): I -End (30.50,88.00) J-End (50.00,88.00) Beam Size (User Selected) = HSS12X4X5/16 Total Beam Length (ft) = 19.50 Mp (kip-ft) = 119.98 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.480 0.600 0.0% Red 0.000 19.500 0.480 0.600 0.000 2 0.000 0.030 0.000 NonR 0.000 19.500 0.030 0.000 0.000 SHEAR: Max Va (DL+LL) =10.82 kips Vn/1.67 =107.03 kips MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) LoadCombo DL+LL DL+LL at at at Fy = 46.0 ksi Ma @ Lb Cb Q kip-ft ft ft 52.8 9.8 19.5 1.14 1.67 52.8 9.8 19.5 1.14 1.67 Left Right 4.97 4.97 5.85 5.85 10.82 10.82 9.75 ft = 9.75ft = 9.75 ft = -0.397 -0.467 -0.865 L/D = L/D = L/D = 589 501 271 Mn/Q kip-ft 71.85 71.85 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) ill RAM Steel 14.06.01.00 RAMDataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Gravity Beam Design 5 06/ 12/ 14 13 : 1 1:07 Steel Code: AISC 360-10 ASD Floor Type: floor SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Beam Number = 54 I -End (8.00,62.50) = W30X90 32.00 J-End (8.00,94.50) Fy = 36.0 ksi Mp (kip-ft) = 849.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 19.000 22.37 3.99 0.0 23.47 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist 1 19.000 32.000 2 0.000 32.000 3 0.000 32.000 4 0.000 19.000 5 0.000 19.000 6 19.000 32.000 7 19.000 32.000 8 0.000 32.000 DL LL 0.050 0.050 0.050 0.050 0.103 0.000 0.103 0.000 0.030 0.200 0.030 0.200 0.078 0.000 0.078 0.000 0.022 0.150 0.022 0.150 0.026 0.000 0.026 0.000 0.007 0.050 0.007 0.050 0.090 0.000 0.090 0.000 Red% Type PartL 0.0% Red 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 SHEAR: Max Va (DL+LL) = 39.67 kips Vn/1.50 =199.66 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft DL+LL 464.5 19.0 0.0 1.00 1.67 508.38 DL+LL 464.5 19.0 0.0 1.00 1.67 508.38 at at at Left Right 14.22 18.28 16.63 21.39 30.84 39.67 16.64 ft = 16.64 ft = 16.64 ft = -0.312 -0.370 -0.682 L/D = 1231 L/D = 1038 L/D = 563 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 24 SPAN INFORMATION (ft): I -End (0.00,62.50) J-End (30.50,62.50) Beam Size (User Selected) = W33X130 Total Beam Length (ft) = 30.50 Mp (kip-ft) = 1401.0 0 Fy = 36.0 ksi POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 3.500 3.50 0.00 0.0 5.20 0.00 0.0 0.00 Snow 0.00 4.000 4.27 0.00 0.0 6.40 0.00 0.0 0.00 Snow 0.00 6.500 24.57 0.00 0.0 3.60 0.00 0.0 0.00 Snow 0.00 8.000 14.22 1.75 0.0 14.87 0.00 0.0 0.00 Snow 0.00 8.000 7.66 4.14 0.0 5.56 0.00 0.0 0.00 Snow 0.00 11.000 1.96 0.00 0.0 2.56 0.00 0.0 0.00 Snow 0.00 13.400 2.57 0.00 0.0 3.85 0.00 0.0 0.00 Snow 0.00 14.167 2.21 0.00 0.0 3.24 0.00 0.0 0.00 Snow 0.00 19.100 2.79 0.00 0.0 4.18 0.00 0.0 0.00 Snow 0.00 20.333 7.94 4.14 0.0 5.86 0.00 0.0 0.00 Snow 0.00 22.200 2.05 0.00 0.0 2.71 0.00 0.0 0.00 Snow 0.00 22.200 2.80 0.00 0.0 3.57 0.00 0.0 0.00 Snow 0.00 24.800 2.63 0.00 0.0 3.94 0.00 0.0 0.00 Snow 0.00 24.800 4.43 0.00 0.0 6.64 0.00 0.0 0.00 Snow 0.00 8.000 6.65 0.00 0.0 0.00 0.00 0.0 11.12 Snow 0.00 0.00 0.0 0.00 0.00 0.0 -0.62 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 1.300 0.000 0.0% Red 0.000 6.500 1.300 0.000 0.000 2 0.000 0.130 0.000 NonR 0.000 30.500 0.130 0.000 0.000 SHEAR: Max Va (DL+LL)= 121.66 kips Vn/1.50 = 276.45 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft Center Max + DL+LL 804.9 8.0 3.0 1.00 1.67 838.92 Controlling DL+LL 804.9 8.0 3.0 1.00 1.67 838.92 REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction Left Right 66.93 35.74 54.73 38.60 -0.45 -0.16 121.66 74.35 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Page 2/2 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD DEFLECTIONS: Dead load (in) at 14.49 ft = -0.349 L/D = 1050 Live load (in) at 14.64 ft = -0.342 L/D = 1071 Net Total load (in) at 14.64 ft = -0.690 L/D = 530 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn`s south center mall-7(OMF) Building Code: IBC G6 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 156 SPAN INFORMATION (ft): I -End (50.00,62.50) J-End (50.00,96.50) Beam Size (Optimum) = W30X90 Total Beam Length (ft) = 34.00 Cantilever on right (ft) = 2.00 Mp (kip-ft) = 1179.1 7 Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 19.000 23.30 4.44 0.0 24.22 0.00 0.0 0.00 Snow 0.00 20.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 25.500 4.97 5.85 0.0 0.00 0.00 0.0 0.00 Snow 0.00 30.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 34.000 0.35 0.18 0.0 0.18 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 32.000 0.050 0.050 0.0% Red 0.000 34.000 0.050 0.050 0.000 2 0.000 0.070 0.000 NonR 0.000 19.000 0.070 0.000 0.000 3 0.000 0.020 0.135 NonR 0.000 19.000 0.020 0.135 0.000 4 19.000 0.026 0.000 NonR 0.000 32.000 0.026 0.000 0.000 5 19.000 0.007 0.050 NonR 0.000 32.000 0.007 0.050 0.000 6 32.000 0.026 0.000 NonR 0.000 34.000 0.026 0.000 0.000 7 32.000 0.007 0.050 NonR 0.000 34.000 0.007 0.050 0.000 8 0.000 0.075 0.000 NonR 0.000 32.000 0.075 0.000 0.000 9 0.000 0.022 0.145 NonR 0.000 32.000 0.022 0.145 0.000 10 32.000 0.187 0.000 NonR 0.000 34.000 0.187 0.000 0.000 11 32.000 0.054 0.362 NonR 0.000 34.000 0.054 0.362 0.000 12 0.000 0.090 0.000 NonR 0.000 32.000 0.090 0.000 0.000 13 32.000 0.090 0.000 NonR 0.000 34.000 0.090 0.000 0.000 SHEAR: Max Va (DL+LL) = 57.58 kips Vn/1.67 = 249.07 kips Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Gb.I Page 2/2 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 0 Mn / CI kip-ft ft ft kip-ft Center Max + DL+LL 554.7 19.0 0.0 1.00 1.67 706.09 Max - DL+LL -3.2 32.0 1.5 1.76 1.67 706.Q9 Right Max - DL+LL -3.2 32.0 2.0 1.00 1.67 706.09 Controlling DL+LL 554.7 19.0 0.0 1.00 1.67 706.09 REACTIONS (kips): Left Right DL reaction 16.01 27.98 Max +LL reaction 18.47 32.06 Max -LL reaction -0.05 0.00 Max +total reaction 34.48 60.04 DEFLECTIONS: Center span: Dead load (in) at 16.80 ft = -0.377 LID = 1019 Live load (in) at 16.96 ft = -0.443 L/D = 867 Net Total load (in) at 16.96 ft = -0.820 L/D = 468 Right cantilever: Dead load (in) = 0.078 L/D = 616 Neg Live load (in) = 0.092 ' L/D = 524 Neg Total load (in) = 0.169 L/D = 283 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC 07/28/14 16:13:13 Steel Code: A1SC 360-10 ASD Floor Type: floor Beam Number =181 SPAN INFORMATION (ft): I -End (57.25,94.50) J-End (57.25,108.50) = W16X31 = 14.00 Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) = 225.00 POINT LOADS (kips): Fy = 50.0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 2.000 0.37 0.18 0.0 0.18 0.00 0.0 0.00 Snow 0.00 12.000 0.90 0.42 0.0 0.42 0.00 0.0 0.00 Snow 0.00 11.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 7.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 6.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 3.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.187 0.000 NonR 0.000 2.000 0.187 0.000 0.000 2 0.000 0.036 0.362 NonR 0.000 2.000 0.036 0.362 0.000 3 2.000 0.026 0.000 NonR 0.000 12.000 0.026 0.000 0.000 4 2.000 0.005 0.050 NonR 0.000 12.000 0.005 0.050 0.000 5 12.000 0.433 0.000 NonR 0.000 14.000 0.433 0.000 0.000 6 12.000 0.084 0.838 NonR 0.000 14.000 0.084 0.838 0.000 7 0.000 0.032 0.000 NonR 0.000 14.000 0.032 0.000 0.000 8 0.000 0.006 0.063 NonR 0.000 14.000 0.006 0.063 0.000 9 0.000 0.031 0.000 NonR 0.000 14.000 0.031 0.000 0.000 SHEAR: Max Va (DL+LL) = 26.73 kips Vn/1.50 = 87.45 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb CI Mn / 0 kip-ft ft ft kip-ft Center Max + DL+LL 114.0 7.0 0.0 1.00 1.67 134.73 Controlling DL+LL 114.0 7.0 0.0 1.00 1.67 134.73 REACTIONS (kips): DL reaction Max +LL reaction Left Right 12.97 13.06 13.30 13.67 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC Page 2/2 07/28/14 16:13:13 Steel Code: AISC 360-10 ASD Max +total reaction Left Right 26.27 26.73 DEFLECTIONS: Dead load (in) at 6.93 ft = -0.174 L/D = 964 Live load (in) at 6.93 ft = -0.176 L/D = 952 Net Total load (in) at 6.93 ft = -0.351 L/D = 479 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Gg 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) COMPOSITE PROPERTIES Deck Label Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) Mnf (kip-ft) C (kips) _ Ieff (in4) Stud length (in) Beam Number = 93 I -End (27.75,108.50) = W16X26 = 18.00 (Not Shored): J-End (27.75,126.50) Left 2F floor 3.50 145.00 3.00 perpendicular VERCO B Formlok 22.50 303.13 51.69 558.62 Y bar(in) Mn (kip-ft) PNA (in) Itr (in4) 4.00 Stud diam (in) Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs per stud segment: Full = Partial = Actual = Number of Stud Rows = 1 POINT LOADS (kips): 12,12 3,3 3,3 Fy = 50.0 ksi Right 2F floor 3.50 145.00 3.00 perpendicular VERCO B Formlok 13.70 233.27 9.92 808.79 0.75 Percent of Full Composite Action = 25.74 Dist DL CDL RedLL 8.750 4.01 1.47 Red% NonRL StorLL Red% RoofLL Red% PartL L 2.20 0.0 2.26 0.00 0.0 0.00 Snow 0.00 0.00 LINE LOADS (k/ft): Load Dist DL CDL 1 0.000 0.187 0.187 8.750 0.187 0.187 2 0.000 0.054 0.000 8.750 0.054 0.000 3 8.750 0.026 0.026 18.000 0.026 0.026 4 8.750 0.007 0.000 18.000 0.007 0.000 5 0.000 0.071 0.071 18.000 0.071 0.071 6 0.000 0.021 0.000 18.000 0.021 0.000 7 0.000 0.026 0.026 18.000 0.026 0.026 LL Red% 0.000 0.000 0.362 --- 0.362 0.000 0.000 0.050 --- 0.050 0.000 0.000 0.138 0.138 0.000 0.000 Type NonR NonR NonR NonR NonR NonR NonR PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SHEAR: Max Va (DL+LL) = 10.85 kips Vn/1.67 = 70.51 kips IGM Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC G&,1 Page 2/2 06/ 12/ 14 13:11:07 Steel Code: AISC 360-10 ASD MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / SI kip-ft ft ft kip-ft Center PreCmp+ DL 14.8 8.8 0.0 1.00 1.67 110.28 Init DL DL 14.8 8.8 Max + DL+LL 62.0 8.8 1.67 139.68 Controlling DL+LL 62.0 8.8 1.67 139.68 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction Left Right 2.94 2.17 4.80 3.75 6.05 4.52 10.85 8.27 DEFLECTIONS: Initial load (in) at 8.82 ft = -0.090 L/D = 2409 Live load (in) at 8.82 ft = -0.107 L/D = 2022 Post Comp load (in) at 8.82 ft = -0.147 L/D = 1469 Net Total load (in) at 8.82 ft = -0.237 L/D = 912 Gravity Beam Design RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 57 SPAN INFORMATION (ft): I -End (8.00,117.25) J-End (27.75,117.25) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 19.75 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 7.500 2.29 0.92 0.0 1.97 0.00 0.0 0.00 Snow 0.00 12.500 1.47 0.22 0.0 1.80 0.00 0.0 0.00 Snow 0.00 19.000 0.10 0.10 0.0 0.00 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.050 0.050 0.0% Red 0.000 7.500 0.050 0.050 0.000 2 7.500 0.200 0.200 0.0% Red 0.000 19.000 0.200 0.200 0.000 3 12.500 0.026 0.000 NonR 0.000 19.750 0.026 0.000 0.000 4 12.500 0.007 0.050 NonR 0.000 19.750 0.008 0.050 0.000 5 0.000 0.026 0.000 NonR 0.000 7.500 0.026 0.000 0.000 6 0.000 0.008 0.050 NonR 0.000 7.500 0.007 0.050 0.000 7 0.000 0.026 0.000 NonR 0.000 19.750 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 8.47 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft Center Max + DL+LL 51.0 9.3 5.0 1.01 1.67 104.53 Controlling DL+LL 51.0 9.3 5.0 1.01 1.67 104.53 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Left Right 3.53 4.01 3.97 4.46 7.50 8.47 Dead load (in) at 9.87 ft = -0.187 L/D = 1265 Live load (in) at 9.87 ft = -0.215 L/D = 1104 Net Total load (in) at 9.87 ft = -0.402 L/D = 590 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 100 SPAN INFORMATION (ft): I -End (30.50,81.50) 3-End (30.50,94.50) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 13.00 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 1.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 6.500 4.97 5.85 0.0 0.00 0.00 0.0 0.00 Snow 0.00 11.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 11.500 3.36 0.00 0.0 4.20 0.00 0.0 0.00 Snow 0.00 1.500 3.36 0.00 0.0 4.20 0.00 0.0 0.00 Snow 0.00 6.500 6.72 0.00 0.0 8.40 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.026 0.000 NonR 0.000 13.000 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 27.33 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SI Mn / S2 kip-ft ft ft kip-ft Center Max + DL+LL 106.1 6.5 5.0 1.32 1.67 110.28 Controlling DL+LL 106.1 6.5 5.0 1.32 1.67 110.28 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Left Right 12.59 12.59 14.74 14.74 27.33 27.33 Dead load (in) at 6.50 ft = -0.148 L/D = 1051 Live load (in) at 6.50 ft = -0.176 L/D = 886 Net Total load (in) at 6.50 ft = -0.324 L/D = 481 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC 07/28/14 16:13:13 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 158 SPAN INFORMATION (ft): I -End (40.50,106.50) J-End (40.50,126.50) Beam Size (User Selected) Total Beam Length (ft) Cantilever on left (ft) Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 0.000 0.90 0.42 0.0 0.42 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 2.000 2 0.000 2.000 3 0.000 2.000 4 2.000 20.000 5 2.000 20.000 6 0.000 2.000 7 0.000 2.000 8 0.000 2.000 9 2.000 20.000 = W16X26 Fy = 50.0 ksi = 20.00 = 2.00 DL LL 0.050 0.050 0.050 0.050 0.026 0.000 0.026 0.000 0.005 0.050 0.005 0.050 0.145 0.000 0.145 0.000 0.028 0.280 0.028 0.280 0.433 0.000 0.433 0.000 0.084 0.838 0.084 0.838 0.026 0.000 0.026 0.000 0.026 0.000 0.026 0.000 Red% 0.0% Type Red NonR NonR NonR NonR NonR NonR NonR NonR SHEAR: Max Va (DL+LL) = 4.85 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond Left Center Max - Max + Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction LoadCombo DL+LL DL+LL DL+LL DL+LL Ma kip-ft ft -6.6 2.0 17.9 11.4 -6.6 2.0 17.9 11.4 Left Right 4.10 1.62 5.43 2.52 0.00 -0.20 9.53 4.14 PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Lb Cb S2 Mn / S2 ft kip-ft 2.0 1.00 1.67 110.28 0.0 1.00 1.67 110.28 18.0 1.58 1.67 48.45 0.0 1.00 1.67 110.28 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC Page 2/2 07/28/14 16:13:13 Steel Code: AISC 360-10 ASD DEFLECTIONS: Left cantilever: Dead load (in) = 0.011 L/D = 4286 Pos Live load (in) = -0.009 L/D = 5192 Neg Live load (in) = 0.027 L/D = 1782 Neg Total load (in) = 0.038 L/D = 1259 Center span: Dead load (in) at 11.09 ft = -0.042 L/D = 5182 Live load (in) at 11.09 ft = -0.076 L/D 2851 Net Total load (in) at 11.09 ft = -0.117 L/D = 1839 • • Tel: : (626) 448-8182 ANF & ASSOCIATES Fax: (626) 441141092 Structural Engineers Bmil: eorl6Ss8flW4 9420 Tallier Avenue, Sete 118. El Moose, CA 91?31 -ev•kto-r near g/ s (; �e H flirt fact c.kt;cat Sti 5 v✓11L raid toad Wes-c 4I �f� —tt, Ce.tiev (ilk(/ 6 itZike rA (619)iort, Jon Na 14�a� By DATE SHa G R oF_1 HSs fzx 6x 34 1 e-r ` z°, X- nriLoao c.t'l( alb hert Occur 5t ttitane0u511 �k= L4k etwee -bn .S l� rIo r -1*? = (8►, g k <<) 1 2- k -ft-- C w4&� 0,Z. (1/0,1 0 Al Z.( o, k o,o72/2 �" i�`r�fs� _ °cc�? �+ °.k- • S fyi, Her "at t to;,--. A ,co OK. Floor Map RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC (z - 06/12/14 11:13:29 Steel Code: AISC 360-10 ASD Floor T e: floor 15 C) .1, r-- -NC 0) _V c5 o .cii , 144 64V14-- at .- C) V8x1(Ok ,67k HSS24ict2xt/.2 56k _NC CI) V8x1C0k1 0 V8x1C0k cp r- ,:r in 2 vrx V8)(1 (Ok x cD — — -11 11V0k:".1.) Tr' V8x1 COk V8x1(Ok ...se ,- —1 C•▪ 1 a- <i?' 2> CI) 0 0 . V8x1 (c.*H 58k ' EISS20x12x1/2 18k 1_4 7 co cv ------ 6 CO CO HSS ccr,1 9k el; CO 55k X , CO I : -IC CN! -1C - Nr 30k o ' CO CD • X -V V8x1(Ok V8x1 COk .3, I o' - 4 . 0): 00 • i gi) i 1 . i M. eiA4 EscAlcuor oPtv, A 6 cV1 r vt • (1:1 44it HSS12x4x5/16 11k c° 7k HSS12x4x51.16 7k 5 (M' W30x90(11- 1 /2" -- 52k 1 1 1) 1 C▪ O CO LI3 .45 r,: ": ' uri cs:i' coi •cr ! 0 co -V 1 CD. CO Q:i AS b , cc. 2 • -I co' CO _y; 0 a- - co 55k 60.6k Y -V -V r4.4 1 LO CO CO \ 0 a- a- a- ce) 1r- CD Cs1 X X ! V1 k1 k -)C i 00 Cr) 1-Y.51`1111cH.71k -V ct) co . ..11C -V 1 -V ; -V CO ▪ CO ' (r) CO i 03 0 - I a- a- QD no- e- a- e— Project Title: Engineer: Project Descr: Project ID: Segment Length Span # +D+H ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 Steel Beam Lic. # : KW-06000953 Description : -line 5/A-B (S)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 - - - D(8) L(10) D(2.67) L(3.33) 1 RB- n 2 J,iN/ 2 ' 4. ' 1 ` File = U:1WSVx;kylenercalc114906--1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver.6.14.1.28 Fy : Steel Yield : E: Modulus : Licensee : ANF & ASSOCIATES 46.0 ksi 29,000.0 ksi 0(4) L(5) 1 Applied Loads Beam self weight calculated and added to loads r` Load(s) for Span Number 1 Point Load: D = 8.0, L = 10.0 k on,8.0ft Point Load: D=2.670, L=3.330k1a16.0ft Point Load: D=4.0, L=5.0k&i?27.0ft DESIGN SUMMARY (- Maximum Bending Stress Ratio = 1.263: 1 4-- ' Section used for this span HSS14x6x5/16 Ma : Applied 140.898k-ft Mn / Omega : Allowable 111.557 k-ft Load Combination +D+L+H Location of maximum on span 8.083ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.591 in 0.000 in 2.975 in 0.000 in Span =30.50ft ) iSS14x6x5/16 1-1r41- re,=32.7 x►'�63 = 48'i -- I = i11 =.4zb 2-1-1 Maximum Shear Stress Ratio = 0.141 : 1 Section used for this span HSS14x6x5I16 Va : Applied 17.779 k Vn/Omega : Allowable 126.264 k Load Combination +D+L+H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Se= 3817 ivt.3 211 Ivt.. Service Toads entered. Load Factors will be applied for calculations. �13 Desi n N.G. Ratio = 229 <360 Ratio = <3 Ratio = 123 <180 Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Vak)es M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx!Ornega Dsgn. L = 30.50 ft 1 0.580 0.065 64.66 +D+L+H Dsgn. L = 30.50 ft 1 1.263 0.141 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -' Dell D+L 1 2.9753 Vertical Reactions - Unfactored Load Combination Overall MAXimum Overall MINimum D Only L Only D+L Support 1 Support 2 17.779 16.451 8.245 7.655 8.245 7.655 9.534 8.796 17.779 16.451 64.66 186.30 111.56 1.00 1.00 8.25 210.86 126.26 140.90 140.90 186.30 111.56 1.00 1.00 17.78 210.86 126.26 Location in Span Load Combination 14.640 Support notation : Far left is #1 Max. Defl Location in Span - - 0.0000 0.000 - Values in KIPS ', e VleXt. VC 4YEA"-4f3 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 General Section Property Calculator Lic. # : KW-06000953 Description : -Type <1> HSS14X6X5116 add HSS 2x2x118 Final Section Properties Total Area 14.040 in"2 Calculated final C.G. distance from Datum : X cg Dist. : 0.0 in Y cg Dist. : -1.801 in Edge Distances from CG. : +X : 3.0 in -X -3.0 in +Y 8.801 in -Y -8.299 in Ixx = 446.360 in"4 Iyy = 75.750 inA4 Sxx : - Y 53.784 in"3 Sxx : +Y 50.718 in^3 Syy : - X 25.250 in^3 Syy : +X 25.250 in^3 r xx 5.638 in r yy 2.323 in Steel Shapes HSS14x6x5/16 :1 Ixx = Area = 11.100 in"2 l yy = Height 14.000 in Sxx = Width 6.000 in Syy = 271.000 in"4 72.300 in"4 38.714 in"3 24.100 in"3 Open r-;,,el 12 .SUN 2014. 2:iJ --Y.1 Fke = U:1WSVickylenercalc114906•-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Datum Licensee : ANF & ASSOCIATES CG -\l fg G'AeA H S 3AL.4 HSS3x3x5/16 : 2 Ixx = 3.450 in"4 Area = 2.940 inA2 Iyy = 3.450 in"4 Height 3.000 in Sxx = 2.300 in^3 Width 3.000 in Syy = 2.300 inA3 Rotation = Xcg = Ycg = Rotation = Xcg = Ycg = 180 dec CCW 0.000 in 0.000 in 0 dec CCW 0.000 in -8.600 in ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title. Engineer: Project Descr: Project ID: _ Title Block Line 6 Steel Beam Lic. # : KW-06000953 Description : -line 4/A-B (N)-- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 D(5.3) L(8.7) - Fde = U:IWSVicky1enercalc114906--1.EC6 ENERCALC, INC. 1983-2014. Build:6.14.1.28. Ver:6.14.1.28 Licensee : ANF & ASSOCIATES Fy : Steel Yield : 46.0 ksi E: Modulus : 29,000.0 ksi Span = 30.50 H HSS14x8x5/1B Applied Loads Load(s) for Span Number 1 Point Load: D=5.30, L=6.70k(a 8.0ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.633 : 1 Section used for this span HSS14x6x5/16 Ma : Applied 70.560 k-ft Mn / Omega : Allowable 111.557 k-ft Load Combination +D+L+H Location of maximum on span 8.083ft 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 Desi.n 0 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable 0.070 : 1 HSS14x6x5/16 8.852 k 126.264 k Load Combination +D+L+H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 0.638 in Ratio = 573 0.000 in Ratio = 0 <360 1.142 in Ratio = 320 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length +O+H Dsgn. L = 30.50 ft +041.+H Dsgn. L = 30.50 ft Max Stress Ratios Summary of Moment Values Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 1 0.279 0.031 31.16 31.16 186.30 111.56 1.00 1.00 1 0.633 0.070 70.56 70.56 186.30 111.56 1.00 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination D+L 1 1.1424 13.573 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.852 — 3.148 — — — Overall MlNimum 3,910 1.390 D Only 3.910 1.390 L Only 4.943 1.757 D+L 8.852 3.148 Summary of Shear Values Va Max Vnx Vnx/Omega 3.91 210.86 126.26 8.85 210.86 126.26 Max. '+' Defl Location in Span 0.0000 0.000 Values in KIPS No ( CA r Cj ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr Project ID: Load Combination Segment Length +D+H Title Block Line 6 I Steel Beam # : KW-06000953 Description : —line 41A-B (S)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 D(17 8) l(22.2) Applied Loads Beam self weight calculated and added to loads ye 1 ^ Load(s) for Span Number 1 Point Load : D =17.80, L = 22.20 k id 8.0 ft DESIGN SUMMARY Span = 30.50 ft Hss14xex5/1e i-^-tea 12 r4 ?r File = U:IWSVickylenercaIc114906--1.EC6 ENERCALC, INC. 1983-2014, Build-6.14.1.28. Ver:6.14.1.28 Fy : Steel Yield : E: Modulus : Licensee : ANF & ASSOCIATES 46.0 ksi 29,000.0 ksi Service Toads entered. Load Factors will be applied for calculations. r Srr.% 3g,1 X >,t4(= 8i(1 Iri 173 Design N. e Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / 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 2.141: 1 HSS 14x6x5/16 238.855 k-ft 111.557k-ft +D+L+H 8.083ft 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 2.104 in Ratio = 0.000 in Ratio = 3.907 in Ratio = 0.000 in Ratio = 173 <360 0 <360 94 <180 0 <180 0.239:1 HSS14x6x5/16 30.124 k 126.264 k +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Summary of Moment Values Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Dsgn. L = 30.50 ft 1 0.971 0.109 108.32 +0+L+H Dsgn. L = 30.50 ft 1 2.141 0.239 238.86 Overall Maximum Deflections - Unfactored Loads Load Combination Span D+L 1 Vertical Reactions - Unfactored Load Combination Support 1 Overall MAXimum 30.123 Overall MINimum 13.746 D Only 13.746 L Only 16.377 D+L 30.123 108.32 186.30 111.56 1.00 1.00 238.86 186.30 111.56 1.00 1.00 Max. ' ' Dell Location in Span Load Combination 3.9073 13.573 Support notation : Far left is #1 Support 2 11.107 5.284 5.284 5.823 11.107 -J Summary of Shear Values Va Max Vnx Vnx/Omega 13.75 210.86 126.26 30.12 210.86 12626 Max. '+• Defl Location in Span 0.0000 Values in KIPS 52t we 0.000 Alf Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID Title Block Line 6 General Section Property Calculator P3— 3 1 4mp!eu 12.01 ..r;- . File = U:lWSVickylenercalc114906--1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description : --TYPE<2> HSS14X6X5f16 add HSS Is6x5116 Final Section Properties Total Area 19,860 in"2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. : -5.337 in Edge Distances from CG. : +X : 3.0 in -X -3.0 in +Y - 12.337 in -Y-11.763 in Ixx = 1,105.83 inA4 IYY = 125.60 inA4 Sxx : - Y 94.011 inA3 Sxx : +Y 89.634 inA3 Syy: -X 41.867 inA3 Syy : +X 41.867 inA3 r xx 7.462 in r YY 2.515 in Steel Shapes HSS14x6x5/16 :1 Ixx = 271.000 inA4 Area = 11.100 in"2 Iyy = 72.300 inA4 Height 14.000 in Sxx = 38.714 inA3 Width 6.000 in Syy = 24.100 inA3 HSS10x6x5/16 : 2 Ixx = 118.000 inA4 Area = 8.760 in"2 Iyy = 53.300 inA4 Height 10.000 in Sxx = 23.600 inA3 Width 6.000 in Syy = 17.767 inA3 Doan Datum — - CG ct-ta- Kss Cox 6 x s-x6 Rotation = 180 dec CCW Xcg = 0.000 in Ycg = 0.000 in Rotation = Xcg = Ycg = 0 dec CCW 0.000 in -12.100 in ANF Associates oonsulting Structural Engineers • Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line Steel Beam Lic. # : KW-06000953 Description : -line 5/B-C (S)-- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 D(2.22)IL(2.78) D(2.22)IL(2. 76) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 2.220, L = 2.780 k vn 3.0 ft Point Load: D = 2.220, L=2.780k(ot14.0ft Point Load : D = 2.220, L = 2.780 k (d 19.0 ft Point Load : D = 2.220, L = 2.780 k ( 25.0 ft DESIGN SUMMARY Span =28.on HSS14x8x5/16 Fria• . I 1)r7 2 : C 22 File = U:1WSVicky1enercalc114906--1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver.6.14.1.28 Licensee : ANF & ASSOCIATES Fy : Steel Yield 46.0 ksi E: Modulus : 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Desi n 0 Maximum Bending Stress Ratio = 0.685: 1 Maximum Shear Stress Ratio = 0.091 : 1 Section used for this span HSS74x6x5/16 Section used for this span HSS14x6x5/16 Ma : Applied 76.454 k-ft Va : Applied 11.458 k Mn / Omega : Allowable 111.557 k-ft Vn/Omega : Allowable 126.264 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 14.000ft Location of maximum on span 28.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+L.r+S Deflection 0.695 in Ratio = 483 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.322 in Ratio = 254 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mni(/Omega Cb Rm Va Max Vnx Vnx/Omega +134 f - +DDsgg 1 L = 28.00 ft 1 0.324 0.043 36.14 36.14 186.30 111.56 1.00 1.00 5.40 210.86 126.26 Dsgn. L = 28.00 ft 1 0.685 0.091 76.45 76.45 186.30 111.56 1.00 1.00 11.46 210.86 126.26 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. Dell Location in Span Load Combination D+L 1 1.3216 14.420 — — Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 9.672 11.458 Overall MlNimum 4.608 5.401 D Only 4.608 5.401 L Only 5.064 6.056 D+L 9.672 11.458 Max. '+' Dell Location in Span 0.0000 0.000 -� - Support notation : Far left is #1 Values in KIPS N b I({ i ,rC i V- ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Protect Descr: Project ID: Title Block Line 6 Steel Beam Pnr..ed.12JUri: '.4. ,RA File = U:(WSVickyeenescalc1l4906--1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description : -line 41B-C (N)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi D(0.5)IL(0.5) D(13) L(13) J. Span = 28.0 ft 1155144x5/16 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D=0.50, L=0.50k20.0ft Point Load: D=13.0, L=13.0k25,0ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design 0 Maximum Bending Stress Ratio = 0.656 : 1 Maximum Shear Stress Ratio = 0.194 : 1 Section used for this span HSS14x6x5/16 Section used for this span HSS14x6x5/16 Ma : Applied 73.168k-ft Va : Applied 24.493 k Mn / Omega : Allowable 111.557 k-ft VnlOmega : Allowable 126.264 k Load Combination +O+L+H Load Combination +D+L+H Location of maximum on span 24.920ft Location of maximum on span 28.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.466 in Ratio = 721 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.001 in Ratio = 336 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ _ Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H �. Dsgn. L = 28.00 ft 1 0.335 0.099 37.36 37.36 186.30 111.56 1.00 1.00 12.53 210.86 126.26 40+L+H Dsgn. L = 28.00 ft 1 0.656 0.194 73.17 73.17 186.30 111.56 1.00 1.00 24.49 210.86 126.26 Overall Maximum Deflections - Unfactored Loads _ Load Combination Span Max.'-' Da Location in Span Load Combination 04 �~— 1 1.0015 15.960 — — — — — Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.636 --24.493 Overall MlNimum 1.536 11.964 D Ony 2.101 12.529 L Ony 1.536 11.964 D+L 3.636 24.493 Max. '+' Defl Location in Span 0.0000 0.000 Values in KIPS Ci k N O rZ .. ` ,1 re i ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Steel Beam Lic. # : KW-06000953 Description : -{ine 4/B-C (S)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 r - - R6- 6 in'e1. ;1 JUr: 2c1e. 224P6t File = U:1WSVeky1enercalc114906•-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver.6.14.1.28 Licensee : ANF & ASSOCIATES Fy : Steel Yield : 46.0 ksi E: Modulus : 29,000.0 ksi 0(26.7) L(33.3) Span = 26.0 ft HSS14x6x5/16 043.56) L(4 44) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Yt re-1 S = 3 �► 1 A 3, 447 - 33 . Load(s) for Span Number 1 I Point Load: D=26.70, L=33.30k(o)19.0ft Point Load : D = 3.560, L = 4.440 k an 25.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 3.447 : 1 Maximum Shear Stress Ratio = Section used for this span Ma : Applied Mn / 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 HSS14x6x5/16 384.562 k-ft 111.557k-ft 40+L+H 19.040ft Span#1 2.975 in Ratio = 0.000 in Ratio = 5.438 in Ratio = 0.000 in Ratio = ell.I Design N. e Section used for this span Va : Applied VnlOmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 112 <360 "fr- 0 <360 62 <180 0 <180 0.383 : 1 HSS14x6x5/16 48.422 k 126.264 k +0+L+H 28.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 28.00 ft 1 1.551 0.173 173.04 173.04 186.30 111.56 1.00 1.00 21.86 210.86 126.26 +D+L+H Dsgn. L = 28.00 ft 1 3.447 0.383 384.56 384.56 186.30 111.56 1.00 1.00 48.42 210.86 126.26 Overall Maximum Deflections - Unfactored Loads Load Combination D+L Vertical Reactions - Load Combination Overall MAXimum Overal MlNimum D Only L Only D+L Span Max.'-' Dell 1 5.4377 Unfactored Support 1 Support 2 20.708 48.422 9.528 9.528 11.179 20.708 21.861 21.861 26.561 48.422 Location in Span Load Combination 15.400 Support notation : Far left is #1 Max. '+' Defl Location in Span 0.0000 Values in KIPS C7e2 IntA.. rt rt; 0.000 Project Title: Engineer: Project Descr: Project ID: ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 General Section Property Calculator Lic. # : KW-06000953 Description :-HSS14X6X5116 add HSS ($46x lAt Final Section Properties Total Area 21.90 in"2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. -7.940 in Edge Distances from CG. : +X 3.0 in -X -3.0in +Y 14.940 in -Y-17.160 in Ixx = 2,108.91 in"4 7 g 7 IYy = 147.40 inA4 Sxx : - Y 122.895 inA3 Sxx:+Y 141.161 inA3 > di3,Y Syy: -X 49.133 inA3 Syy : +X 49.133 inA3 rxx 9.813in r yy 2.594 in Steel Shapes HSS14x6x5116 :1 Ixx = 271.000 in"4 Area = 11.100 in"2 lyy = 72.300 in"4 Height 14.000 in Sxx = 38.714 inA3 Width 6.000 in Syy = 24.100 inA3 HSS18x6x1/4 : 2 Ixx = 419.000 in"4 Area = 10.800 inA2 lyy = 75.100 in"4 Height 18.000 in Sxx = 46.556 inA3 Width 6.000 in Syy = 25.033 inA3 Panted: ;-.;T42014 , t0 File = U:1WSViickylenercalc114906--1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver.6.14.1.28 DeSgm - Datum - CG Licensee : ANF & ASSOCIATES -r ok g 0.tt4 vis s / )(4 Rotation = 180 dec CCW Xcg = 0.000 in Ycg = 0.000 in Rotation = 0 dec CCW Xcg = 0.000 in Ycg = -16.100 in ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr Project ID: Title Block Line 6 Steel Beam Lic. # : KW-06000953 Description : -line 3/8-C (N)- CODE REFERENCES Calculations per MSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties -------- -- -- Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 D(2.22) L(2 78) 1 D(2.22) (2.78) gQ , Fn^le0 11 J r: 2:04. 1.:'?t) File = U:(WSVidrylenercalc114906--1.EC6 ENERCALC. INC.1983-2014, Build_6.14.1.28, Ver6.14.1.28 Fy : Steel Yield : E: Modulus : 0(15.6) L(19.4) Licensee : ANF & ASSOCIATES 46.0 ksi 29,000.0 ksi D(3.56) L(4.44) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D=2.220, L=2.780k(0?3.0ft Pant Load: D=2.220, L=2.780k14.0ft Point Load: D = 15.60, L = 19.40 k 19.0 ft Point Load : D = 3.560, L = 4.440 k 025.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / 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 Span = 28.0 ft HSS14x8x5/16 2.330 : 1 HSS14x6x5/16 259.920 k-ft 111.557k-ft +O+1+H 18.900ft Span # 1 Service loads entered. Load Factors will be applied for calculations. ft al 5,il 3�.1k1133 = 7°,1r 141= I trs Maximum Shear Stress Ratio = 2.155 in Ratio = 0.000 in Ratio = 3.968 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + +O+H Dsgn. L = 28.00 ft 1 1.055 0.124 117.71 +O+L+H Dsgn. L = 28.00 ft 1 2.330 0.273 259.92 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl D+L 1 3.9676 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 19.636 34.493 Overall MJNimum D Only L Only D+L 9.053 15.677 9.053 15.677 10.584 18.816 19.636 34.493 3 Desi • n N. e 0.273 : 1 Section used for this span HSS14x6x5/16 Va : Applied 34.493 k Vn/Omega : Allowable 126.264 k Load Combination +0+L+1-1 Location of maximum on span 28.000 ft Span # where maximum occurs Span # 1 155 <360 •* 0 <360 85 <180 0 <180 Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 117.71 186.30 111.56 1.00 1.00 259.92 186.30 111.56 1.00 1.00 Location in Span Load Combination 15.120 Support notation : Far left is #1 Summary of Shear Values Va Max Vnx Vnx/0mega 15.68 210.86 126.26 34.49 210.86 126.26 Max. •+' Dell Location in Span 0.000 0.0000 Vakres in KIPS See to-cr(kb_)r1 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 General Section Property Calculator Lic. # : KW-06000953 Description : --W30x108 reinforing- Final Section Properties Total Area 39.480 inA2 Calculated final C.G. distance from Datum : X cg Dist. Y cg Dist. -3.971 in Edge Distances from CG. : +X 5.250 in -X -5.250 in +Y 18.871 in -Y-17.199 in Ixx = 7,024.07 in"4 Iyy = 193.90 iO4 Sxx : - Y 408.395 inA3 Sxx : +Y 372.219 inA3 Syy : - X 36.933 inA3 Syy : +X 36.933 in^3 r xx 13.338 in r yy 2.216 in Steel Shapes 0.0 in it\3, & 130 7 = 67 to ir<.(‘- - 4-0IN3 W30x108 : 1 Ixx = . 4,470.000 in^4 Area = 31.700 inA2 Iyy = 146.000 in"4 Height 29.800 in Sxx = 300.000 in"3 Width 10.500 in Syy = 27.810 inA3 tzt- 2 J:;r4 ar,t File = u:iWSVickytenercaIc114906--4.EC6 ENERCALC, INC-1983-2014, Build:614.1.28. Ver:6.14.1.28 Datum Licensee : ANF & ASSOCIATES Datum — CG Rotation = 0 dec CCW Xcg = 0.000 in Ycg = 0.000 in WT6x26.5 : 2 Ixx = 17.700 in^4 Rotation = 180 dec CCW Area = 7.780 inA2 Iyy = 47.900 in"4 Xcg = 0.000 in Height 6.030 in Sxx = 3.533 inA3 Ycg =-20.150 in Width 10.000 in Syy = 9.580 inA3 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 General Section Property Calculator Lic. # : KW-06000953 Description :--W21x44 reintoring- Final Section Properties Total Area 27.220 inA2 Calculated final C.G. distance from Datum : X cg Dist. : 0.0 in Y cg Dist. : -5.915 in Edge Distances from CG. : +X 4.485 in -X -4.485 in +Y 16.265 in -Y-16.495 in 4,025.58 in"4 �- 85.775 in"4 Ixx = lyy = Sxx : - Y Sxx :+Y Syy: -X Syy :+X rxx ryy Steel Shapes 244.048 inA3 247.50 inA3 19.125 inA3 19.125 inA3 12.161 in 1.775 in !1 J 0 g 300 s = 1r1cl,7 File = U;1WSVary1enercalc114906--4.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28. Ver.6.14.1.28 Licensee : ANF & ASSOCIATES Datum CG Datum CG W21x44 :1 Ixx = 843.000 in"4 Rotation = 0 dec CCW Area = 13.000 inA2 lyy = 20.700 in"4 Xcg = 0.000 in Height 20.700 in Sxx = 81.449 inA3 Ycg = 0.000 in Width 6.500 in Syy = 6.369 inA3 WT12x34 : 2 Ixx = 137.000 in"4 Rotation = 180 dec CCW Area = 10.000 inA2 lyy = 35.200 in"4 Xcg = 0.000 in Height 11.900 in Sxx = 15.498 inA3 Ycg = -19.350 in Width 8.970 in Syy = 7.848 inA3 L3x3x3/8 : 3 Ixx = 1.750 in"4 Rotation = 0 dec CCW Area = 2.110 inA2 lyy = 1.750 in"4 Xcg = -2.500 in Height 3.000 in Sxx = 0.827 inA3 Ycg = 7.700 in Width 3.000 in Syy = 0.827 inA3 L3x3x3/8 : 4 hoc = 1.750 inA4 Rotation = 90 dec CCW Area = 2.110 inA2 lyy = 1.750 in"4 Xcg = 2.500 in Height 3.000 in Sxx = 0.827 inA3 Ycg = 7.700 in Width 3.000 in Syy = 0.827 inA3 N; d1 A Gravity Column Design IGM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC C- 06/12/14 09:38:39 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line B-3 Fy (ksi) = 36.00 Column Size = W10X49 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 6: Dead Live Roof Axial (kip) 83.28 79.97 23.12 Moments Top Mx (kip-ft) -2.03 0.57 -0.93 My (kip-ft) 0.59 2.16 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 239.44 0.90*Pn (kip) Mux (kip-ft) = 1.98 0.90*Mnx (kip-ft) _ Muy (kip-ft) = 4.82 0.90*Mny (kip-ft) 301.47 163.08 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Blx = 1.00 B1y = 1.16 INTERACTION EQUATION Pu/0.90*Pn = 0.794 Eq H 1- l a: 0.794 + 0.011 + 0.056 = 0.861 Gravity Column Design C- RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Page 2/2 06/12/14 09:39:16 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line B-4 Fy (ksi) = 36.00 Column Size = W 10X49 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top , 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 1: Dead Live Roof Axial (kip) 47.10 35.06 23.39 Moments Top Mx (kip-ft) 0.72 0.77 0.00 My (kip-ft) 4.00 4.68 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 124.32 0.90*Pn (kip) = 301.47 Mux (kip-ft) = 2.10 0.90*Mnx (kip-ft) = 163.08 Muy (kip-ft) = 12.30 0.90*Mny (kip-ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Blx = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.412 Eq H1-la: 0.412 + 0.011 + 0.143 = 0.567 Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC c- 3 Page 2/2 06/ 12/ 14 09:41:02 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line B-5 Fy (ksi) = 36.00 Column Size = W10X49 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS Skip -Load Case 10: Dead Live Roof Axial (kip) 71.16 70.54 23.39 Moments Top Mx (kip-ft) -0.85 -0.24 0.00 My (kip-ft) -0.84 -2.16 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 209.95 0.90*Pn (kip) = 301.47 Mux (kip-ft) = 1.40 0.90*Mnx (kip-ft) = 163.08 Muy (kip-ft) = 4.64 0.90*Mny (kip-ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Blx = 1.00 Bly = 1.04 INTERACTION EQUATION Pu/0.90*Pn = 0.696 Eq HI -la: 0.696 + 0.008 + 0.054 = 0.758 Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC c Page 2/2 06/12/14 09:39:54 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line C-3 Fy (ksi) = 36.00 Column Size = WI OX60 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.60 7.55 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 6: Dead Live Roof Axial (kip) 80.32 79.86 22.40 Moments Top Mx (kip-ft) -11.74 -14.90 0.00 My (kip-ft) 6.97 10.75 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 235.36 0.90*Pn (kip) = 371.03 Mux (kip-ft) = 37.93 0.90*Mnx (kip-ft) = 201.42 Muy (kip-ft) = 25.56 0.90*Mny (kip-ft) = 94.50 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1813.95 Pey (kip) = 617.06 Blx = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.634 Eq HI -la: 0.634 + 0.167 + 0.240 = 1.042 ovcr S. 7a. NRM Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC C- Page 2/2 06/ 12/ 14 11:20:03 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line C-4 Fy (ksi) = 36.00 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: Column Size Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Skip -Load Case 10: Axial (kip) Moments Top Mx (kip-ft) My (kip-ft) Bot Mx (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1 Pu (kip) .6LL + 0.5RF) 0.90*Pn (kip) Mux (kip-ft) = 3.90 0.90*Mnx (kip-ft) Muy (kip-ft) = 5.90 0.90*Mny (kip-ft) X-Axis 19.33 1 Yes 7.50 0.00 Dead 93.21 - 2.50 - 0.40 0.00 0.00 Rm Cbx Cmx Pex (kip) Blx 267.63 1.00 = 1.67 0.60 • 1446.91 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.888 Eg H1-la: 0.888 + 0.021 + 0.069 = 0.978 Cmy Pey (kip) B1y = W10X49 Y-Axis 19.33 1 Yes 7.50 0.00 Live 90.36 -0.56 -2.53 0.00 0.00 301.47 163.08 76.41 0.60 496.84 1.30 Roof 22.40 0.00 0.00 0.00 0.00 El RAM Steel 14.06.01.00 RAMDataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Gravity Column Design C-.b Page 2/2 06/ 12/ 14 11:20:57 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line C-5 Fy (ksi) = 36.00 Column Size = W 10X49 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 6: Dead Live Roof Axial (kip) 71.56 74.20 22.40 Moments Top Mx (kip-ft) 0.44 1.38 0.00 My (kip-ft) 0.05 2.18 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 215.79 0.90*Pn (kip) = 301.47 Mux (kip-ft) = 2.73 0.90*Mnx (kip-ft) = 163.08 Muy (kip-ft) = 3.76 0.90*Mny (kip-ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Bix = 1.00 Bly = 1.06 INTERACTION EQUATION Pu/0.90*Pn = 0.716 EgH1-la: 0.716 + 0.015 + 0.044 = 0.774 Gravity Column Design IGM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC c-7 06/12/14 11:19:07 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line 27.75ft-108.50ft Fy (ksi) = 46.00 Column Size Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: = HSS6X6X5/16 X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 1: Dead Live Roof Axial (kip) 17.98 22.35 0.00 Moments Top Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 57.34 0.90*Pn (kip) = 135.06 Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) = 46.92 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 46.92 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx 1.00 Cmy = 1.00 Pex (kip) = 182.46 Pey (kip) = 182.46 Blx = 1.46 B1y = 1.46 INTERACTION EQUATION Pu/0.90*Pn = 0.425 Eq H 1-1 a: 0.425 + 0.000 + 0.000 = 0.425 Gravity Column Design IGM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/ 12/ 14 11:19:26 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line 55.75ft-108.50ft Fy (ksi) = 46.00 Column Size Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: = HSS6X6X1/2 X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 1: Dead Live Roof Axial (kip) 22.72 26.76 0.00 Moments Top Mx (kip-ft) -5.19 -7.15 0.00 My (kip-ft) 4.93 5.11 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 70.08 0.90*Pn (kip) = 194.35 Mux (kip-ft) = 17.67 0.90*Mnx (kip-ft) = 68.31 Muy (kip-ft) = 14.10 0.90*Mny (kip-ft) = 68.31 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 256.93 Pey (kip) = 256.93 Blx = 1.00 Bly = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.361 Eq H 1-1 a: 0.361 + 0.230 + 0.183 = 0.774 cn s r r1 cr 0 N H 0 0 l'I . ((E 1^"'1 4.) W 0 cot Ea '1i U 0 N, •Q' • Aft 00 7� Tel: (626) 448-8182 AISIF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: a at1688@pacbelLnet By V L 9420 Telstar Avenue, Suite 118, E1 Monte, CA 91731 _(;)3t° 08 P-9 l I 1 IA. ,� Pb ' CP)st t- , ^eIru v. lozip,-.„fn, 1 I10 M V tin -1 1 _I �/ -4-.h. ,r'�_w1 4 sr- k � c �1411 4z CT) 17:0319_ iCr GBIo , ((BzL��r- I C "cs))61,,* vit.: octif eri s byaslab i I �I-J Wit! l� 4fa. (i8xr1� t I I DATE SH. OF ' I (N) n Q w Cot t o a-Jl CE)xt: st cQl 1 o a.2k CP) rite 10w4 tfo nev.! tab 611x14-`x3if 33,6k s,rxz x 3Z' = i(4 k I c )160.b'` I t; ks 0dt0,4 i ? At attov4 (>3 k L.L 4 Tv(P. PILE ta(x i1 °,I = f�8 sj L (0 " t s f,c 3 2.' ��we`' = 3b k) / 6.v1 t"X 4.,( 10 1 4. s t: Jos No. 141 ° 6 11 1 ANF Tel: (626) 448-8182 AN & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineer Erman: anfl6888pacbell.net Et r I/ L , k 9428 Tetstar Mane, Sane 118, El Monte, CA 91731 - 4 C ev(k t ar Z Z (011-) 6 1 eaLL, acc., 41.4" <i'b I> yz(< 11,IC_ CN ) P (T tn7 "4 j r 4 € 1—� 11 S 1 1._' �' 1 2zt I��S� ice/ =,�.3k ��s8— �� = Rg L —r� <P to.> Pit _ IA I, cwt. 6wi Jos No. I4-90 6 DATE SH. r T_ OF 510,6 6 w n = 0,I5-4-4xo,olr tPSo k(f- ,�� _ t =0(4irrf �� sx1 /a Jx/LS = (°? 7 (�-{t. Hit ��iz-� ��S t � o (07,1/rL L o,4S ,�. ° erzl it o 6qtcf- ( ov- 33 = ev.,:�� de';r, A-s 0,45 0,s 11. LD+L) i,;ti'• e.LUA 4.cte o f L 1' et � vato r- D, tc = X oc°75-+ x ,(113 (qf 7xe4xs 4- I� x (ts =� 6xr + ok13 1 bx4. +�� "3i 1 b,kips << P$ I>Nf(, deS; z — IS- O j P Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anf1688@pacbell.net 1 9420 Telstar Avenue, Sake 118, El Monte, CA 91731 133> r . `15Yfx IZ JOB No. I 4 r O6 BY DATE SH. OF 1A1-� .S))co,tS'= h 3 Ir({- W L = (x °= o, i kl l (3/g 1 X is a, 3t 2--. /,02_ x r4) O, o o 0 4e-( < o , 0-0 3 3 . ,, ; .-.. c,-D t e)-t 4S- 14 0 ,, Z o,K_ 013 s> 40,G 0 RA (C• — (L 1 2 -}- z. x s, ,s x U, lS= K( f 1,s (s,s x o, N l.sj- i f ' -- uxg 9�S (.b)'? 1 � � - +-1/a 6 c'r- ).,� t, = 1-77 fz-it. °� c,xLo xsD �,�� 4B1 tovide 4- #$ Eilsue 3, tg 14.1 o�� Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: aaf1688QpacbeU.oet 9420 TeWar Avenue, Suite 118, El Monte, CA 81731 C0# tIlt& - Rg t C1,9I-(-1kS_O x I7 '0,00 + (1,91+1.sr)xlr ,1 L P g 1?. 137, 3 I" Nit -74 311,3x14 4. 37,3 i< k 37,o (rs JOB No. BY DATE SH. OF t--D = (r ef,$) o,(s- = 1, 4 3 KI f— vrt_ =1 X 0 • (= 0, t ('.f 1, S3 x (ci — 16a- . 4 8' As-0, ot A , 2,0P I ob o,on33 = Pra;� _ 0,111 jf — 3723 t 1,53x ik� / 4 • ti, ! 14—p — Icf"3 6-32 _ T. ( tc (f ((- (`s3 /V- = 37k3- t' --ft Asre - 37, Ix1z. c 0,,33 it,. I 41'(60 41 nee„( prn v,'0(e . 0 t i 3 3,c c.-_. 0 ,.1-o3 ), _4_c- Jc, . o, 42.01k lz4-Ra- l,s3x 1%4_ 'i°•i k Project ID: ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 Concrete Beam Lic. t> : KW-06000953 Description : -line-A.51 between 3-4 Grade Beam Check - CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc = fr= fcln ` 7.50 W Density X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = 60.0 ksi E - Main Rebar = 3.0 ksi (5 Phi Values Flexure : 0.90 = 410.792 psi Shear : 0.750 = 145.0 pci R 1 = 0.850 Project Title: Engineer: Project Descr: Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination fBC 2012 Beam is supported on an elastic foundation. Soil Subarade Modulus = 250.0 U(L 1415) U 1.53) Pairedi 2 .! i < =t' File = u:IWSVlcky(enercaIc114906--4.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Licensee : ANF & ASSOCIATES 30 in D(4.2)L(4.6) D(7.6) L(6 4) 0(4.2) L(4.6) 4 30"wx24"h Span=32.0 6 Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Height = 24.0 in Span #1 Reinforcing.... 448 at 3.0 in from Bottom, from 2.0 to 30.0 ft in this span 3-#9 at 3.0 in from Top, from 15.0 to 32.0 ft in this span 349 at 3.0 in from Top, from 0.0 to 17.0 ft in this span Applied Loads Beam sent weight calculated and added to loads Point Load: D=4.20, L = 4.60 k (6:1 19.0 ft Point Load : D = 7.60, L = 8.40 k p 25.0 ft Point Load: D=4.20, L=4.60k31.0ft Uniform Load : D = 0.0750, L = 0.10 ksf, Tributary Width =15.30 ft, (Slab) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.050: 1 Section used for this span Typical Section Mu : Applied 1.171 k-ft Mn * Phi : Allowable 23.565 k-ft I Load Combination +1.20D+1.60L+0.50S+1.60H Location of maximum on span 31.247 ft Span # where maximum occurs Span #1 Maximum Soil Pressure = Cross Section Strength & Inertia Cross Section Bar Layout Desciption 2.539 ksf at Section 1 3- #9 @ d=3',6- #9 0 dam', Section 2 4- #8114 d=21',3- #9 (§d=3',6- #9 @ d=3', Section 3 4- #8 © d=21',5- #8 @ d=21',3- #9 @ d=3',6- #9 ©d=3', Section 4 4- #8 @ d=21',5- #8 @ d=21',3- #9 @ Section 5 4-#8 @ th21',5-#8 d=21',3-#9 d=3",3-#9 @ d=3', 649 at 3.0 in from Top, from 0.0 to 9.60 ft in this span 5-#8 at 3.0 in from Bottom, from 3.20 to 28.80 ft in this span 649 at 3.0 in from Top, from 22.40 to 32.0 ft in this span 649 at 3.0 in from Top, from 0.0 to 9.60 ft in this span Service loads entered. Load Factors will be applied for calculations. Desi n O Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 32.00 ft 0.000 in 0.000 in 0.071 in 0.019 in Top 8 Bottom references are for tension side of section Max Mu (k-ft) Phi'Mn (k-ft) Moment of Inertia (inA4 ) Bottom Top Bottom Top !gross lcr - Bottom Icr - Top 0.00 0.00 23.56 707.56 34,560.00 159.77 19,199.34 0.00 0.00 281.16 739.91 34,560.00 9,050.94 19,903.22 0.00 0.00 601.44 751.25 34,560.00 17,534.22 20,647.27. 0.00 0.00 597.15 268.11 34,560.00 16,745.79 8,610.22 0.00 0.00 600.59 511.73 34,560.00 17,170.13 15,182.87 Project ID: ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 Concrete Beam Lic. # : KW-05000953 Description : -line-A.51 between 3-4 Grade Beam Check - Project Title: Engineer: Protect Descr: Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1. use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Bending Stress Results (k-ft ) Location (ft) Segment Length Span # in Span Mu : Max phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 31.247 1.17 23.56 0.05 +1.40D+1.60H Span # 1 1 31.247 0.55 23.56 0.02 +1.20 D+1.60 L+O.505+1.60 H Span # 1 1 31.247 1.17 23.56 0.05 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. - Defl Location in Span Load Combination Span 1 1 0.0705 32.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only D+L D+L+S D+L+Lr 17 BEAM -» -5 .11 BEAM--» -0.053 0.070 0.0364 0.0705 0.0705 0.0705 File = u.\WSVickylenercalc114906--4.EC6 ENERCALC, INC. 1983-2914, Build:6.14.1.28, Ver.6.14.1.28 32.000 32.000 32.000 32.000 Licensee : ANF & ASSOCIATES Max. '+' Defl Location in Span 0.0000 0.000 Max. Upward Defl Location in Span 0.0000 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.000 2.64 5.65 9.66 11.67 14.60 17.69 Distance (R) • +1.4DD+I.6DB • +1.2D0+1.6DL+D.SD5+1.6D11 2071 23.72 26.73 29.74 2.64 5.65 ash 11.67 1460 17.69 Distance (ft) • +1.4DD+1.6611 • +l.2DD+1.6DL+D.SO5+1.000 2071 2372 2673 2974 1.71 4.62 7.47 1031 13.16 16.00 Distance at) i DOM./ IN D+l ■ D+1+6 ■ D+1+1. Summary of Values per Beam Span 111.04 21.69 2453 27.36 3022 ANF Associates Consulting Structural Engineers Engineer Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 j Concrete Beam T3 Prried. 12 J. Nit 4 's<U,'M File = u:1WSVickylenercalc114906--4.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver6.14.1.28 Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description : -Tine-A.51 between 3-4 Grade Beam Check - Beam Span Moments & Shears at Incremental Locations Load Type/ Combination Span Location (ft) man ID _ Shear (k) Moment (ft-k) MAXimum BENDING Envelope 0.00 Span 1 0.000 0.000 MAXimum BENDING Envelope 3.39 Span 1 0.000 -1.883 MAXimum BENDING Envelope 6.78 Span 1 0.000 -6.269 MAXimum BENDING Envelope 10.16 Span 1 0.000 -10.874 MAXimum BENDING Envelope 13.55 Span 1 0.000 -12.228 MAXimum BENDING Envelope 16.94 Span 1 0.000 -4.904 MAXimum BENDING Envelope 20.33 Span 1 0.000 2.075 MAXimum BENDING Envelope 23.72 Span 1 0.000 7.881 MAXimum BENDING Envelope 27.11 Span 1 0.000 -1.726 MAXimum BENDING Envelope 30.49 Span 1 0.000 -1.644 MAXimum SHEAR Envelope 0.00 Span 1 0.785 0.000 MAXimum SHEAR Envelope 3.39 Span 1 -0.205 0.000 MAXimum SHEAR Envelope 6.78 Span 1 -0.607 0.000 MAXimum SHEAR Envelope 10.16 Span 1 -0.182 0.000 MAXimum SHEAR Envelope 13.55 Span 1 1.559 0.000 MAXimum SHEAR Envelope 16.94 Span 1 5.263 0.000 MAXimum SHEAR Envelope 20.33 Span 1 -1.015 0.000 MAXimum SHEAR Envelope 23.72 Span 1 7.479 0.000 MAXimum SHEAR Envelope 27.11 Span 1 -4.473 0.000 MAXimum SHEAR Envelope 30.49 Span 1 7.916 0.000 +1.40D+1.60H 0.00 Span 1 0.405 0.000 +1.40D+1.60H 3.39 Span 1 0.000 -0.891 +1.40D+1.60H 6.78 Span 1 -0.253 -2.965 +1.40D+1.60H 10.16 Span 1 0.000 -5.141 +1.40D+1.60H 13.55 Span 1 0.773 -5.777 +1.40D+1.60H 16.94 Span 1 2.525 -2.308 +1.40D+1.60H 20.33 Span 1 -0.461 0.978 +1.40D+1.60H 23.72 Span 1 3.555 3.674 +1.40D+1.60H 27.11 Span 1 -2.070 -0.865 +1.40D+1.60H 30.49 Span 1 3.791 -0.784 +1.20D+1.60L+0.50S+1.60H 0.00 Span 1 0.785 0.000 +1.20D+1.60L+0.50S+1.60H 3.39 Span 1 -0.205 -1.883 +1.20D+1.60L+0.50S+1.60H 6.78 Span 1 -0.607 -6.269 +1.20D+1.60L+0.50S+1.60H 10.16 Span 1 -0.182 -10.874 +1.20D+1.60L+0.50S+1.60H 13.55 Span 1 1.559 -12.228 +1.20D+1.60L+0.50S+1.60H 16.94 Span 1 5.263 -4.904 +1.20D+1.60L+0.50S+1.60H 2O.33 Span 1 -1.015 2.075 +1.20D+1.60L+0.50S+1.60H 23.72 Span 1 7.479 7.881 +1.20D+1.60L+0.50S+1.60H 27.11 Span 1 -4.473 -1.726 +1.20D+1.60L+0.50S+1.60H 30.49 Span 1 7.916 -1.644 Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) Overall MAXimum Envelope 0.00 Span 1 0.035 Overall MAXimum Envelope 3.20 Span 1 0.036 Overall MAXimum Envelope 6.76 Span 1 0.038 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Concrete Beam Fs14 F re.1: !21 ."c 34 74.! File = u:IWSVicky1enercalc114906--4.EC6 ENERCALC, INC.19812014. Build:6.14.1.28, Ver.6.14.128 Lic. # : KW-06000953 Licensee : ANF 8 ASSOCIATES Description : -Tine-A.5/ between 3-4 Grade Beam Check - Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) Overall MAXimum Envelope 10.31 Span 1 0.040 Overall MAXimum Envelope 13.87 Span 1 0.044 Overall MAXimum Envelope 17.42 Span 1 0.050 Overall MAXimum Envelope 20.98 Span 1 0.056 Overall MAXimum Envelope 24.53 Span 1 0.061 Overall MAXimum Envelope 28.09 Span 1 0.065 Overall MAXimum Envelope 31.64 Span 1 0.070 Overall MAXimum Envelope 32.00 Span 1 0.071 D Only 0.00 Span 1 0.019 D Only 3.20 Span 1 0.020 D Only 6.76 Span 1 0.021 D Only 10.31 Span 1 0.022 D Only 13.87 Span 1 0.024 D Only 17.42 Span 1 0.026 D Only 20.98 Span 1 0.029 D Only 24.53 Span 1 0.032 D Only 28.09 Span 1 0.034 D Only 31.64 Span 1 0.036 D Only 32.00 Span 1 0.036 D+L 0.00 Span 1 0.035 D+L 3.20 Span 1 0.036 D+L 6.76 Span 1 0.038 D+L 10.31 Span 1 0.040 D+L 13.87 Span 1 0.044 D+L 17.42 Span 1 0.050 D+L 20.98 Span 1 0.056 D+L 24.53 Span 1 0.061 D+L 28.09 Span 1 0.065 D+L 31.64 Span 1 0.070 D+L 32.00 Span 1 0.071 D+L+S 0.00 Span 1 0.035 D+L+S 3.20 Span 1 0.036 D+L+S 6.76 Span 1 0.038 D+L+S 10.31 Span 1 0.040 D+L+S 13.87 Span 1 0.044 D+L+S 17.42 Span 1 0.050 D+L+S 20.98 Span 1 0.056 D+L+S 24.53 Span 1 0.061 D+L+S 28.09 Span 1 0.065 D+L+S 31.64 Span 1 0.070 D+L+S 32.00 Span 1 0.071 Project Title: Engineer: Project Descr: Project ID: ANF Associates Consulting Structural Engineers Engineer. Wei Chi Liu Title Block Line 6 Concrete Beam Tr,s F';.•:•ed: 12 JUN 23'4. 3 4;}^F• File = u:1WSYidrylenercalc114906•-4.EC6 ENERCALC. INC. 1983-2014. 8uild:6.14.1.28, Ver.6.14.1.28 Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description : -line-A.51 between 3-4 Grade Beam Check - Beam Span Deflections at Incremental Locations Load Type/ Combination D+L+Lr D+L+Lr Span Location (ft) 0.00 3.20 D+L+Lr 6.76 D+L+Lr 10.31 D+L+Lr 13.87 D+L+Lr 17.42 D+L+Lr 20.98 D+L+Lr 24.53 D+L+Lr 28.09 D+L+Lr 31.64 D+L+Lr 32.00 Span ID Span 1 Span 1 Span 1 Span 1 Span 1 Span 1 Span 1 Span 1 Span 1 Span 1 Span 1 Deflection (in) 0.035 0.036 0.038 0.040 0.044 0.050 0.056 0.061 0.065 0.070 0.071 _Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Load Combination Number (ft) (in) Actual Design (k-ft) (k) +1.20D+1.60L+0.505+1.60H 1 0.00 21.00 0.78 0.78 0.00 0.00 49.17 +1.20D+1.60L+0.505+1.60H 1 0.38 21.00 0.65 0.65 0.00 0.00 49.17 +1.20D+1.60L+0.50S+1.60H 1 0.75 21.00 0.52 0.52 0.11 1.00 66.05 +1.20D+1.60L+0.50S+1.60H 1 1.13 21.00 0.40 0.40 0.23 1.00 66.05 +1.20D+1.60L+0.505+1.60H 1 1.51 21.00 0.28 0.28 0.41 1.00 66.05 +1.20D+1.60L+0.505+1.60H 1 1.88 21.00 0.17 0.17 0.62 1.00 71.97 +1.20D+1.60L+0.50S+1.60H 1 2.26 21.00 0.00 0.00 0.88 0.00 49.17 +1.20D+1.60L+0.50S+1.60H 1 2.64 21.00 0.00 0.00 1.18 0.00 49.17 +1.20D+1.60L+0.50S+1.60H 1 3.01 21.00 0.00 0.00 1.51 0.00 49.17 +1.20D+1.60L+0.50S+1.60H 1 3.39 21.00 -020 0.20 1.88 1.00 79.38 +1.20D+1.60L+0.50S+1.60H 1 3.76 21.00 -0.28 0.28 2.28 1.00 79.38 +1.20D+1.601+0.50S+1.60H 1 4.14 21.00 -0.35 0.35 2.71 1.00 79.38 +1.20D+1.60L+0.50S+1.60H 1 4.52 21.00 -0.41 0.41 3.16 1.00 79.38 +1.20D+1.60L+0.50S+1.60-I 1 4.89 21.00 -0.46 0.46 3.64 1.00 79.38 +1.20D+1.60L+0.50S+1.60H 1 5.27 21.00 -0.51 0.51 4.14 1.00 79.38 +1.20D+1.60L+0.505+1.60H 1 5.65 21.00 -0.55 0.55 4.65 1.00 79.38 +120D+1.601+0.50S+1.60H 1 6.02 21.00 -0.58 0.58 5.18 1.00 79.38 +1.20D+1.60L+0.505+1.60H 1 6.40 21.00 -0.60 0.60 5.72 1.00 79.38 +1.20D+1.60L+0.50S+1.60H 1 6.78 21.00 -0.61 0.61 6.27 1.00 79.38 +1.200+1.60L+0.50S+1.60H 1 7.15 21.00 -0,61 0.61 6.82 1.00 79.38 +120D+1.60L+0.505+1.60H 1 7.53 21.00 -0.60 0.60 7.37 1.00 79.38 +1.20D+1.60L+0.50S+1.60H 1 7.91 21.00 -0.58 0.58 7.92 1.00 79.38 +1.200+1.60L+0.505+1.60H 1 8.28 21.00 -0.54 0.54 8.46 1.00 79.38 +1.20D+1.60L+0.505+1.60H 1 8.66 21.00 -0.50 0.50 8.98 1.00 79.38 +1.20D+1.60L+0.50S+1.60H 1 9.04 21.00 -0.44 0.44 9.50 1.00 79.38 +1.20D+1.60L+0.505+1.60H 1 9.41 21.00 -0.37 0.37 9.98 0.89 66.01 +120D+1.601+0.50S+1.60H 1 9.79 21.00 -0.28 0.28 10.45 0.65 61.53 +1.20D+1.601+0.505+1.60H 1 10.16 21.00 -0.18 0.18 10.87 0.40 56.81 +1.20D+1.60L+0.50$+1.60H 1 10.54 21.00 0.00 0.00 11.27 0.00 49.17 +1.20D+1.60L+0.50S+1.60H 1 10.92 21.00 0.00 0.00 11.61 0.00 49.17 +1.20O+1.60L+0.50S+1.60H 1 11.29 21.00 0.22 0.22 11.91 0.45 57.61 +1.20D+1.60L+0.50S+1.60H 1 11.67 21.00 0.39 0.39 12.15 0.77 63.83 +1.20D+1.60L+0.50S+1.60H 1 12.05 21.00 0.58 0.58 12.32 1.00 68.13 +1.20D+1.601+0.50S+1.60H 1 12.42 21.00 0.79 0.79 12.43 1.00 68.13 +1.20D+1.60L+0.505+1.60H 1 12.80 21.00 1.03 1.03 12.45 1.00 68.13 +1.20D+1.60L+0.505+1.60H 1 13.18 21.00 1.28 1.28 12.39 1.00 68.13 +1.20D+1.60L+0.50S+1.60H 1 13.55 21.00 1.56 1.56 12.23 1.00 68.13 Comment Phi'Vs Phi'Vn Spacing (in) (k) (k) Req'd Suggest Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu<PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu<PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Description : -line-A.51 between 3-4 Grade Beam Check- Fnr, ea: ! 7 . i7 2 1:4'1,.' FRe = u:ANSVickylenercak:114906--4. EC6 ENERCALC, INC. 1983-2014, Buid:6.14.1.28, Ver.6.14.1.28 Licensee : ANF & ASSOCIATES Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu1Mu Phi+Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H - - _ - --- --- - - - - -- -- - -- 1 13.93 21.00 1.86 1.86 11.96 1.00 68.13 Vu < PhiVr/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 14.31 21.00 2.19 2.19 11.58 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 14.68 21.00 2.54 2.54 11.08 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.06 21.00 2.93 2.93 10.45 1.00 73.75 Vu < PhiVr/2 Not Reqd 1 0.0 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 15.44 21.00 3.33 3.33 9.67 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 15.81 21.00 3.77 3.77 8.74 1.00 73.75 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 16.19 21.00 4.24 4.24 7.64 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 16.56 21.00 4.74 4.74 6.36 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 16.94 21.00 5.26 5.26 4.90 1.00 68.13 Vu < PhIVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 17.32 21.00 5.82 5.82 3.25 1.00 68.13 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 17.69 21.00 6.41 6.41 1.38 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 18.07 21.00 7.03 7.03 0.71 1.00 68.13 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 18.45 21.00 7.68 7.68 3.04 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 18.82 21.00 8.36 8.36 5.61 1.00 68.13 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 19.20 21.00 -3.33 3.33 5.95 1.00 68.13 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 19.58 21.00 -2.59 2.59 4.38 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 19.95 21.00 -1.82 1.82 3.08 1.00 68.13 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 20.33 21.00 -1.02 1.02 2.07 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 20.71 21.00 -0.19 0.19 1.37 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 21.08 21.00 0.67 0.67 0.98 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 21.46 21.00 1.56 1.56 0.91 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 21.84 21.00 2.47 2.47 1.17 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 22.21 21.00 3.42 3.42 1.78 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 22.59 21.00 4.39 4.39 2.75 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 22.96 21.00 5.39 5.39 4.08 1.00 79.38 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 23.34 21.00 6.42 6.42 5.79 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 23.72 21.00 7.48 7.48 7.88 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 24.09 21.00 8.56 8.56 10.37 1.00 79.38 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 24.47 21.00 9.67 9.67 13.28 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 24.85 21.00 10.81 10.81 16.59 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 25.22 21.00 -10.59 10.59 15.30 1.00 79.38 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 25.60 21.00 -9.41 9.41 10.99 1.00 79.38 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 25.98 21.00 • -8.21 8.21 7.12 1.00 79.38 Vu < PhNc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 26.35 21.00 -6.98 6.98 3.71 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 26.73 21.00 -5.74 5.74 0.76 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 27.11 21.00 -4.47 4.47 1.73 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 27.48 21.00 -3.19 3.19 3.73 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 27.86 21.00 -1.88 1.88 5.25 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 28.24 21.00 -0,55 0.55 6.28 1.00 79,38 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 28.61 21.00 0.81 0.81 6.81 1.00 71.97 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 28.99 21.00 2.18 2.18 6.83 1.00 71.97 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 29.36 21.00 3.58 3.58 6.33 1.00 71.97 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 29.74 21.00 5.00 5.00 5.31 1.00 66.05 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 30.12 21.00 6.45 6.45 3.75 1.00 66.05 Vu < PhlVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 30.49 21.00 7.92 7.92 1.64 1.00 66.05 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 +1.200+1.60L+0,50S+1,60H 1 30.87 21.00 9.41 9.41 1.01 1.00 66.05 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 31.25 21.00 -1.47 1.47 1.17 1.00 66.05 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 +1.20D+1.601.+0.50S+1.60H 1 31.62 21.00 0.00 0.00 0.30 0.00 49.17 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting structural Engineers E-mail: anfl688@pacbeil.net 9420 Teletar Avenue, Suite 118, El Monte, CA 91731 4,9“-NIA b/Ve _ - livotzgeo Gunn-O , JOB No. ` BY by DATE sH. 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Eptac e-sTAt rI— 1274d.9 x 1•05 Nw Cers1c-1 bttfcr+.. Au-ok 'Dt PET4 ft-A-to-t ? o.k . iVe- LTlN M/ ETA �. Deck w/oCep~G C,t- • 02,(5c0.15 1 , m . _ �cs Z •r Leo9 La( Asp a•V=Cs = •-2,16-1 Vu=o.�g'jVll �C � Cs IV K 't'(PTENt- L-MC (1 x2 R=3.25 trig iD446 &1 ) Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anf1688®pacbell.net . 9428 Telstar Avenue, Sake 118, El Monte, CA 91731 • JoeNo 141494 DATE 6�j� G SH. 1OF 2N9 f Luc l 144 ,E.41-4 vf-t &4'- E - GJ Pi/Le-CTtor•1 S Neq.t.) 2N'7 (-Coon-- C-rJt N4 l S �b c-67 Aft- h- i 711 a e_exrrea. r ivg ,A-r r N Gf E- ere"Tu N rfLoort. E-1411.4c t S Si'iALL LE44 U1 --rr A-c. 4) /4)-13 Le Siles-rt.? Arfro IC- L- Round one at South Center Mall Content 2 Structural Design information 3 (Part I Remodel Area at Grid Line 3-5/A--C) Design Load DL-1 —3 New Girder Design Check G-1-11 Guider rail support GR-1 Reinforcing Beam Design Check RB- 1-9 Re -check Column Design C-1-8 Foundation Check F-1-5.6 Diaphragm Shear Check on 2nd Floor DS-1-6 - (Part II New Area at South of Grid Line 1) (Independent building w/seismic separation) Design Load on New Elevator D-1 Lateral Load Analysis and Distribution L-1 —3 3D model repot 1-25 Beam Design Check B-0-2.1 Column Design Check C-1-r2.1 Moment Frame connection check MF-1--2 Guider rail design check GR-1--3 Grade Beam Footing Check GB-0.1-7.1 Critical Reaction at Base R-1-7 Pile Load P-1 Light Frame Wall using Flat Strap Bracing LF-1--3 Base Plate and Anchor Bolts AC-1--2 Misc Calc. or other attachment (A( L co a of Check) MT-1-3 ANF & Associates Project Round one at South Center Mall Job No: 14906 Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Date: 07/28/14 Engineer Vicky Liu For Westfield Design & Construction Page: D- 1 Design Load for new S. elevator Roof D.L. type B Formlok 22 GA metal dec 3.0 psf Joist, Beam & Girder 6.0 psf Duct+Ceiling+Light+Equipment 5.0 psf Roofing& Insulation 5.0 psf Total D.L. 19.0 psf (* not included in model weigt 10.0 psf) L.L.= (Reductable) 20.0 psf (Snow Toad=25psf, Un-reductable) Seismic D.L. 19.0 psf wall 35.0 psf Column 1.0 psf Effective Seismic Wt.= 55.0 psf (not included in model mass= 45.0 psf) Note: Assume 25 psf of wall around elevator, then cause uniform area seismic mass load at roof is 35 psf Floor D.L. 3 " N.W. Conc. Over W2 41.0 psf Beam & Girder 10.0 psf flooring 5.0 psf * Duct+Ceiling+Light 5.0 psf * Misc 4.0 psf Total D.L. 65.0 psf (* not included in model weigt 14.0 psf) L.L.= 100.0 psf (Un-reductable) Seismic D.L. 65.0 psf wall 70.0 psf Column 1.0 psf Effective Seismic Wt.= 136.0 psf (not included in model mass= 85.0 psf) Note: Assume 25 psf of wall around elevator, then cause uniform area seismic mass Toad at floor is 70psf. Ram model input Superimposed sufface Ioaddin Area item D.L.(psf) S.M.(psf L.L.(psf) Snow Roof 10.0 45.0 20 25 (Un-rec 2nd FL 14.0 85.0 100 (Un-reductable) uctable) Note: Assume 25 psf of wall around elevator, then cause uniform area seismic mass Toad at roof is 35 psf and floor is 70psf. ANF & Associates Project Round one at South Center Mall Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Engineer: Vicky Liu For Westfield Design & Construction Job No.: 14906 Date: 07/28/14 Page: L- 1 Code: 2013 California Building Code Design Data: According to Geologic and Seismic Hazards Report Structural Design Parameters Seismic Data Latitude = 47.4589, Longitude =-122.2587 For Y-dir Ss= S1= Fa= Fv= Sms=Fa*Ss= Sm1=Fv*S1= Sds=2/3*Sms= Sd 1==2/3*Sm 1= 1.426 0.488 <0.6 1.000 1.512 1.426 0.738 0.951 g 0.492 g (Site Class: (Typ.site B) (Typ.site B) (Site class D) (Site class D) ASCE07-' Seismic design category hn= Ct= R= Ie(Risk factor) = Cs=Sds*I/R= Cs<= Sd1*I/(T*R) V=Cs*W= W= 39 ft 0.028 x= D ) 0.8 T=Ct*(hn)Fx= 0.52 sec TL= 6 sec 3 (for R=3 MF) 1.25 (Occupancy Category III) 0.396 0.391 (for T<=TL) 0.01 >0.01 0.391 W = 106 kips V= k factor= 1.01 (ASCE7-05-12.8.3) Redundancy factor p = Overstrength factor S2= Deflection Amplification factor Cd Allowable story drift Aa/hsx= 6x=Cd*8xe/I <Aa 6xe<Aa*I/Cd= 1 3 3 0.02 41 kips E=Eh+Ev or E=Eh-Ev Horizontal seismic Toad Vertical seismic load Ev=0.2*Sds*D. L.= 0.19 *D.L. Out of plane seismic Eho=0.4*Sds*I*D.L. 0.48 *D.L. (for R=3 MF) (for R=3 MF) 3.90 in ANF & Associates Project Round one at South Center Mall Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Engineer: Vicky Liu For Westfield Design & Construction Job No.: 14906 Date: 07/28/14 Page: L- 2 Code: 2013 California Building Code Design Data: According to Geologic and Seismic Hazards Report Structural Design Parameters Seismic Data Latitude = 47.4589, Longitude =-122.2587 For Xdir Ss= S1= Fa= Fv= Sms=Fa*Ss= Sm1=Fv*S1= Sds=2/3*Sms= Sd1==2/3*Sm1= 1.426 0.488 <0.6 1.000 1.512 1.426 0.738 0.951 g 0.492 g (Site Class: (Typ.site B) (Typ.site B) (Site class D) (Site class D) ASCE07-- Seismic design category hn= Ct= R= le(Risk factor) = Cs=Sds*I/R= Cs<= Sd1*I/(T*R) V=Cs*W= W= 39 ft 0.020 x= D ) 0.75 T=Ct*(hn)^x= 0.31 sec TL= 6 sec 4 (for R=4 LFW+Strap) 1.25 (Occupancy Category III) 0.297 0.492 (for T<=TL) 0.01 >0.01 0.297 W = 106 kips V= k factor= 1.00 (ASCE7-05-12.8.3) Redundancy factor p = Overstrength factor CI= Deflection Amplification factor Cd Allowable story drift ea/hsx= 8x=Cd*8xe/I<ea Sxe<ea*I/Cd= 1 2 3.5 0.02 32 kips E=Eh+Ev or E=Eh-Ev Horizontal seismic Toad Vertical seismic load Ev=0.2*Sds*D.L.= 0.19 *D.L. Out of plane seismic Eho=0.4*Sds*I*D.L. 0.48 *D.L. (for R=4 LFW+Strap) (for R=4 LFW+Strap) 3.34 in ANF & Associates Project Round one at South Center Mali Job No.: 14906 Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Date: 07/28/14 Engineer: Vicky Liu For Westfield Design & Construction Page: L- 3 Seismic (R=3 MF) Y-Dir Roof and 2F Vertical Distribution Seismic Diaphragm DL Level A(sgft) Diaphragm wt.(osfl Story wt.(kips Roof 556 55.0 31 Floor 556 136.0 76 V=Cs*W= W= 0.391 *W= 106 41 (kips) Vertical Distrubution factor Cvx=wx*h^k/sum(wx*h^k k= 1.01 Level wi (kips) hi(ft) wi*hi^k Cvi Fi=Cvi*V Vi=sum Fi) vi(psf) fi(psf) Roof 31 39.00 1248 0.451 18.7 kips 18.7 kips 33.7 33.7 Floor 76 19.33 1516 0.549 22.7 kips 41.5 kips 74.6 40.9 106 2764 1 41.5 kips Seismic (R=4 LFW+strap) X-Dir RF &2F Vertical Distribution Seismic Diaphragm DL Level A(sqft) Diaphragm wt.(psf) Story wt.(kips) Roof 556 55.0 31 Floor 556 136.0 76 W= V=Cs*W= 0.297 *W= 106 32 (kips) Vertical Distrubution factor Cvx=wx*h^k/sum(wx*h^k k= 1.01 Level wi (kips) hi(ft) wi*hiAk Cvi Fi=Cvi*V Vi=sum Fi) vi(psf) fi(psf) Roof 31 39.00 1248 0.451 14.2 kips 14.2 kips 25.6 25.6 Floor 76 19.33 1516 0.549 17.3 kips 31.5 kips 56.7 31.1 106 2764 1 31.5 kips ETABf®2 n r al e (11 _ t I pi L riv r t Big OA 0-7 1,c;t, f-00 % ?'" ot 519- 6.1tt .A) 1(1); [5, L 0, K.. ok y p w"olk e VIrct6V (7,1 3 go f ( lete‘ • Y k A w cTfy //f VILA 77. F X 31f 1> t- s.L 131q Err) v+14 0,1 s:16,0 LC_ -• reit I- r- LL-:- fro rd Ex rif Project Report Model File: 14906-3D- R=3 MF, Revision 0 7/28/2014 I/ Table of Contents 1. Structure Data 4 1.1 Story Data 4 1.2 Grid Data 4 1.3 Point Coordinates 4 1.4 Line Connectivity 5 1.5 Area Connectivity 6 1.6 Mass 6 1.7 Groups 6 2. Properties 8 2.1 Materials 8 2.2 Frame Sections 8 2.3 Shell Sections 8 2.4 Reinforcement Sizes 8 3. Assignments 9 3.1 Joint Assignments 9 3.2 Frame Assignments 9 3.3 Shell Assignments 11 4. Loads 12 4.1 Load Patterns 12 4.2 Load Sets 12 4.3 Auto Wind Loading 12 4.3.1 Auto Seismic Loading 12 Page 2 of 25 List of Tables Table 1.1 Story Data 4 Table 1.2 Grid Systems 4 Table 1.3 Grid Lines 4 Table 1.4 Joint Coordinates Data 4 Table 1.5 Column Connectivity Data 5 Table 1.6 Beam Connectivity Data 5 Table 1.7 Brace Connectivity Data 5 Table 1.8 Floor Connectivity Data 6 Table 1.9 Mass Source 6 Table 1.10 Mass Summary by Story 6 Table 1.11 Group Definitions 7 Table 2.1 Material Properties - Summary 8 Table 2.2 Frame Sections - Summary 8 Table 2.3 Shell Sections - Summary 8 Table 2.4 Reinforcing Bar Sizes 8 Table 3.1 Joint Assignments - Summary 9 Table 3.2 Frame Assignments - Summary 9 Table 3.3 Shell Assignments - Summary 11 Table 4.1 Load Patterns 12 Table 4.2 Shell Uniform Load Sets 12 Table 4.3 Frame Loads Distributed 12 Table 4.4 Shell Loads - Uniform 13 Table 4.5 Shell Loads - Uniform Load Sets 13 Table 4.6 Load Cases - Summary 13 Table 4.7 Load Combinations 13 Table 4.8 Base Reactions 14 Table 4.9 Story Drifts 15 Table 4.10 Story Forces 17 Table 4.11 Joint Reactions 18 Table 4.12 Modal Periods and Frequencies 23 Table 4.13 Modal Participating Mass Ratios 23 Table 4.14 Modal Load Participation Ratios 24 Table 4.15 Modal Direction Factors 24 Page 3 of 25 Structure Data 7/28/2014 1 Structure Data This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity. 1.1 Story Data 1.2 Grid Data 1.3 Point Coordinates Table 1.1 - Story Data Name Height Elevation ' Master SimilarSplice in In Story To Story Stor RF 236.04 468 Yes None No Story 2F 231.96 231.96 Yes None No Base 0 0 No None No Table 1.2 - Grid Systems Name Type Story Range G1 Cartesian Default X Y Rotation I Bubble Origin Origin Size Cobs_ ft ft In 0 0 0 60 ffa0a0a0 Table 1.3 - Grid Lines Grid Grid System Direction Grid ID Visible Bubble Ordinate LocatlOn ft G1 X 1 Yes End 0 G1 X 2 Yes End 11.25 G1 X 3 Yes End 21.75 G1 X 4 Yes End 43.25 G1 X 5 Yes End 51.25 G1 Y A Yes Start 0 G1 Y B Yes Start 2.5 G1 Y C Yes Start 11.75 Table 1.4 - Joint Coordinates Data Label tY62 141 0 10 615 141 0 11 135 30 0 Page 4 of 25 Structure Data 7/28/2014 1.4 Line Connectivity Table 1.4 - Joint Coordinates Data (continued) Label X Y In in AZ Below In 12 567 30 0 13 567 141 0 15 67.5 141 0 16 67.5 0 0 Table 1.5 - Column Connectivity Data Column C1 C2 C5 C6 C7 C8 C9 C10 C11 C12 I -End J-End Point.: Point 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 I -End Story Below Below Below Below Below Below Below Below Below Below Table 1.6 - Beam Connectivity Data • Beam 1-End ': J-End . Curve Point -_; Point Type B1 1 2 None B2 11 3 None B3 3 4 . None B4 4 5 None B5 1 6 None B6 2 7 None B7 3 8 None B8 4 9 None B9 5 10 None B10 6 7 None B11 7 8 None B12 8 9 None B13 9 10 None B14 12 13 None B17 16 15 None Page 5 of 25 Structure Data 7/28/2014 1.5 Area Connectivity 1.6 Mass Table 1.7 - Brace Connectivity Data I -End J-End I -End Brace Point Point Story D1 1 2 Below D2 2 1 Below D3 2 7 Below D4 7 2 Below D5 4 9 Below D6 9 4 Below D7 4 5 Below D8 5 4 Below 09 6 7 Below D10 7 6 Below D11 9 10 Below D12 10 9 Below D13 1 6 Below D14 6 1 Below D15 5 10 Below D16 10 5 Below Table 1.8 - Floor Connectivity Data ;.. Number 1 Edge i Curve Floor Polritl.! Point2,,, ‘orfdgeerNumber .,, . , Type - i t F2 6 1 1 2 ' None 2 2 11 None 4 5 10 None 11 None 3 11 5 5 10 6 None 6 6 1 : None Table 1.9 - Mass Source ;Include ; tarrep Include ; d inchide Lateral . at.Ld Milltiplier Elements Mass 1, Loids Only s , 1 tO all Yes Yes Yes Yes Yes Table 1.10 - Mass Summary by Story UX UY UZ Story lb-slft j lb-s2/ft I lb-s2/ft Stor RF 1460.91 1460.91 ' 0 Story 2F 3419.51 3419.51 0 Base 217.24 217.24 0 Page 6 of 25 Structure Data 7/28/2014 1.7 Groups Table 1.11 - Group Definitions Name Color ALL Yellow Page 7 of 25 Properties 7/28/2014 2 Properties This chapter provides property information for materials, frame sections, shell sections, and links. 2.1 Materials Table 2.1 - Material Properties - Summary Unit Name Type Iin3 Weight Design Strengths Ib/ft' A500GrB46 Steel 29000000 0.3 490 Fy=46000 lb/int, Fu=58000 lb/in2 A615Gr60 Rebar 29000000 0.3 490 Fy=60000 Ib/n2, Fu=90000 Ib/in2 CONC Concrete 3600000 0.2 149.99 Fc=4000Ib/iin2 deck steel ColdFormed 29500000 0.3 490 Fy=33000 Ib/in2, Fu=50000 Ib/in2 STEEL Steel 29000000 0.3 489.02 Fy=50000 lb/in2, Fu=65000 Ib/in2 Stee136 Steel 29000000 0.3 489.02 Fy=36000 lb/in2, Fu=58000 lb/in2 2.2 Frame Sections 2.3 Shell Sections Table 2.2 - Frame Sections - Summary Name Material Shape HSS12X6X3/8 : A500GrB46 Steel Tube HSS6X6X1/2 A500GrB46 Steel Tube PL 3/16x4" Stee136 Steel Plate PL 3/16x6" Steel36 Steel Plate W8X24 STEEL Steel I/Wide Flange W8X31 STEEL Steel 1/Wide Flange Table 2.3 - Shell Sections - Summary ,Design Element !. Total Deck Deck Name Material ` Thickness , Depth Type Type l in Material in DECK1 Deck Membrane deck steel 3.5 deck steel 1.5 Deck2 Deck Membrane!. CONC 3 deck steel2 2.4 Reinforcement Sizes Table 2.4 - Reinforcing Bar Sizes Name Diameter Area in In' #4 0.5 0.2 #9 1.128 1 Page 8 of 25 Assignments 7/28/2014 3 Assignments This chapter provides a listing of the assignments applied to the model. 3.1 Joint Assignments 3.2 Frame Assignments Table 3.1 - Joint Assignments - Summary Story Label 'Unique Diaphragm Restraints Name Stor RF 1 5 From Area Stor RF 2 7 From Area Stor RF 3 13 From Area Stor RF 4 15 From Area Stor RF 5 17 From Area Stor RF 6 19 From Area Stor RF 7 21 From Area Stor RF 8 23 From Area Stor RF 9 25 From Area Stor RF 10 27 From Area Stor RF 11 29 From Area Stor RF 12 35 From Area Stor RF 13 38 From Area Stor RF 15 40 From Area Stor RF 16 39 From Area Story 2F 1 1 From Area Story 2F 2 2 From Area Story 2F , 3 3 From Area Story 2F 4 4 From Area Story 2F 5 9 From Area Story 2F 6 10 From Area Story 2F 7 11 From Area Story 2F 8 12 From Area Story 2F 9 30 From Area Story 2F 10 31 From Area Story 2F 11 32 From Area Base 1 6 From Area UX; UY; UZ Base 2 8 From Area UX; UY; UZ Base 3 14 From Area UX; UY; UZ Base 4 16 From Area UX; UY; UZ Base 5 18 From Area UX; UY; UZ Base 6 20 From Area UX; UY; UZ Base 7 22 From Area UX; UY; UZ Base 8 24 From Area UX; UY; UZ Base 9 26 From Area UX; UY; UZ Base 10 28 From Area UX; UY; UZ Page 9 of 25 Assignments 7/28/2014 Story Label Stor RF C1 Stor RF C2 Stor RF C5 Stor RF C6 Stor RF C7 Stor RF C8 Stor RF C9 Stor RF C10 Stor RF C11 Stor RF C12 Story 2F C1 Story 2F C2 Story 2F C5 Story 2F C6 Story 2F C7 Story 2F C8 Story 2F C9 Story2F C10 Story 2F C11 Story 2F C12 Stor RF B1 Stor RF B2 Stor RF B3 Stor RF B4 Stor RF B5 Stor RF B6 Stor RF : B7 Stor RF B8 Stor RF B9 Stor RF B10 Stor RF B11 Stor RF B12 Stor RF B13 Stor RF B14 Stor RF B17 Story 2F B1 Story 2F B2 Story 2F B3 Story 2F B4 Story 2F B5 Story 2F B6 Story 2F B7 Story 2F B8 Story 2F ; B9 Table 3.2 - Frame Assignments - Summary Unique Design Length Analysis Name Type in Section Max Design Station Section Spacing in Min Number Releases Stations 3 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 4 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 9 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 10 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 11 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 12 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 13 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 14 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 15 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 16 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No 1 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 2 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 7 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 8 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 29 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 30 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 31 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 32 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 33 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 34 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No 5 Beam 135 HSS12X6X3/8 HSS12X6X3/8 24 Yes 17 Beam 126 HSS12X6X3/8 HSS12X6X3/8 24 Yes 18 Beam 258 HSS12X6X3/8 HSS12X6X3/8 24 Yes 19 Beam 96 HSS12X6X3/8 HSS12X6X3/8 ' 24 Yes 20 Beam 141 HSS12X6X3/8 HSS12X6X3/8 24 Yes 21 Beam 141 HSS12X6X3/8 HSS12X6X3/8 24 No 22 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 No 23 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 No 24 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 Yes 25 Beam 135 HSS12X6X3/8 HSS12X6X3/8 24 Yes 26 Beam 126 HSS12X6X3/8 HSS12X6X3/8 24 Yes 27 Beam 258 HSS12X6X3/8 HSS12X6X3/8 24 Yes 28 Beam 96 HSS12X6X3/8 HSS12X6X3/8 24 Yes 49 Beam 111 W8X24 N/A 24 Yes 50 Beam 141 W8X31 N/A 24 Yes 6 Beam 135 HSS12X6X3/8 HSS12X6X3/8 24 Yes 35 Beam 126 HSS12X6X3/8 HSS12X6X3/8 24 Yes 36 Beam 258 HSS12X6X3/8 HSS12X6X3/8 24 Yes 37 Beam 96 HSS12X6X3/8 HSS12X6X3/8 24 No 38 Beam 141 HSS12X6X3/8 HSS12X6X3/8 24 Yes 39 Beam 141 HSS12X6X3/8 HSS12X6X3/8 24 Yes 40 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 Yes 41 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 Yes 42 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 Yes Page 10 of 25 Assignments 7/28/2014 Table 3.2 - Frame Assignments - Summary (continued) Max Min Story Vbel Unique Design Length Analysis Design Station ,Number Releases Name Type in Section Section Spacing ' Stations in Story 2F B10 43 Beam 135 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story 2F B11 44 Beam 126 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story 2F B12 45 Beam 258 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story 2F 813 46 Beam 96 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stor RF D1 47 Brace 271.9189 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D2 48 Brace 271.9189 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D7 59 Brace 254.8154 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D8 60 Brace 254.8154 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D9 63 Brace 271.9189 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D10 64 Brace 271.9189 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D11 65 Brace 254.8154 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D12 66 Brace 254.8154 PL 3/16x4" PL 3/16x4" 3 Yes Stor RF D13 69 Brace 274.9471 PL 3/16x6" PL 3/16x6" 3 Yes Stor RF D14 70 Brace 274.9471 PL 3/16x6" PL 3/16x6" 3 Yes Stor RF D15 71 Brace 260.8369 PL 3/16x6" PL 3/16x6" 3 Yes Stor RF D16 72 Brace 260.8369 PL 3/16x6" PL 3/16x6" 3 Yes Story 2F D1 51 Brace 268.3849 PL 3/16x4" PL 3/16x4" 3 Yes Story 2F D2 52 Brace 268.3849 PL 3/16x4" PL 3/16x4" 3 Yes Story 2F D3 53 Brace 271.4525 PL 3/16x6" PL 3/16x6" 3 Yes Story 2F D4 54 Brace i 271.4525 PL 3/16x6" PL 3/16x6" 3 Yes Story 2F D5 55 Brace 257.1506 PL 3/16x6" PL 3/16x6" 3 Yes Story 2F D6 56 Brace 257.1506 PL 3/16x6" PL 3/16x6" 3 Yes Story 2F D7 57 Brace 251.0407 PL 3/16x4" PL 3116x4" 3 Yes Story 2F D8 58 Brace 251.0407 PL 3/16x4" PL 3/16x4" 3 Yes Story 2F D9 61 Brace 268.3849 PL 3/16x4" PL 3/16x4" 3 Yes Story 2F D10 62 Brace '268.3849 PL 3/16x4" PL 3/16x4" 3 Yes Story 2F D11 67 Brace 251.0407 PL 3/16x4" PL 3/16x4" 3 Yes Story 2F D12 68 Brace 251.0407 PL 3/16x4" PL 3/16x4" 3 Yes 3.3 Shell Assignments Table 3.3 - Shell Assignments - Summary Unique Afa Story Label Section Angle Name deg Stor RF F2 1 DECK1 90 Story 2F F2 2 Deck2 90 Page 11 of 25 Loads 7/28/2014 4 Loads This chapter provides loading information as applied to the model. 4.1 Load Patterns 4.2 Load Sets Table 4.1 - Load Pattems Self Auto Name Type Weight Load Multiplier D Dead 1 L Live 0 Ex Seismic 0 None Ey Seismic 0 None S Snow 0 Table 4.2 - Shell Uniform Load Sets Load Set : Load Load Pattern x iblt' ULoad-Roof D 10 ULoad-Roof S - 25 ULoad-2F D 14 ULoad-2F L 100 4.3 Auto Wind Loading 4.3.1 Auto Seismic Loading This chapter provides analysis results. This chapter provides design data and results. This chapter includes the selected custom views of the model. 4.3.1.1 Applied Loads 4.3.1.1.1 Line Loads Table 4.3 - Frame Loads - Distributed UniqueDesiign , Lind Load? Story Label ype �, Marne . `type Pattern Stor RF B14 Stor RF B17 Story 2F, B1 Story 2F 84 Story 2F B5 Story 2F B6 Story 2F B8 Story 2F B9 Story 2F B10 Story 2F B13 Relative Direction Distance Start Relative Absolute Absolute - s sStart tanc:W staEnd nce-� Distance atForce Starts aFtorce End �. n'tl in in k k 49 Beam D Force Gravity 0 1 0 111 0.8 0.8 50 ! Beam D Force Gravity 0 1 0 141 1 1 6 Beam D Force Gravity 0 1 0 135 0.3 0.3 37 a Beam D Force Gravity 0 1 0 96 0.3 0.3 38 Beam D Force Gravity 0 1 0 141 0.3 0.3 39 Beam D Force Gravity 0 1 0 141 0.3 0.3 41 Beam D Force Gravity 0 1 0 111 0.3 0.3 42 Beam D Force Gravity 0 1 0 111 0.3 0.3 43 Beam D Force Gravity 0 1 0 135 0.3 0.3 46 Beam D Force Gravity 0 1 0 96 0.3 0.3 Page 12 of 25 Loads 7/28/2014 Table 4.3 - Frame Loads - Distributed (continued) Absolute Absolute Unique Design Load Relative Relative Distance Distance 1 Force Force Story Label Name Type Pattern; LoadType Direction . Distance Distance Start End at Start at End Start End in in kip/ft kiplft Stor RF B14 49 Beam L Force Gravity 0 1 0 111 0.8 0.8 Stor RF B17 50 Beam L Force Gravity 0 1 0 141 1 1 4.3.1.1.2 Area Loads 4.3.1.2 Load Cases 4.3.1.3 Load Combinations Table 4.4 - Shell Loads - Uniform Story Label Unique Load i Direction Load Name : Pattern i Iblft' Stor RF F2 1 Ex Global-X 25.5 Story 2F F2 2 Ex Global-X 31.2 Stor RF F2 1 Ey Global-Y 34 Story 2F F2 2 Ey Global-Y 41.7 Table 4.5 - Shell Loads - Uniform Load Sets Story ; Label 'Unique toad Set Load Load Name Pattern Stor RF F2 1 ULoad-Roof D 10 Stor RF F2 1 ULoad-Roof S 25 Story 2F F2 2 ULoad-2F D 14 Story 2F F2 2 ULoad-2F L 100 Table 4.6 - Load Cases - Summary Name Type D Linear Static L Linear Static Ey Linear Static Ex Linear Static DSUS7-NL Nonlinear Static S Linear Static Name DSUS1 DStIS2 DStIS2 DSUS2 DStIS3 DStIS3 DStIS3 DSUS4 Table 4.7 - Load Combinations Load Scale Case/Combo ` Factor :Type Auto D 1.4 Linear Add Yes D 1.2 Linear Add Yes L 1.6 No S 0.5 No D 1.2 Linear Add Yes L 1 No S 1.6 No D 1.3902 Linear Add Yes Page 13 of 25 Loads 7/28/2014 4.3.1.4 Structure Results Table 4.7 - Load Combinations (continued) Name Load Scale Case/Combo Factor Type Auto DStIS4 L 1 No DStIS4 S 0.2 No DStIS4 Ey 1 No DStIS5 D 1.3902 Linear Add Yes DStIS5 L 1 No DStIS5 S 0.2 No DStIS5 Ey -1 No DStIS6 D 1.3902 Linear Add Yes DStIS6 L 1 No DStIS6 S 0.2 No DStIS6 Ex 1 No DStIS7 D 1.3902 Linear Add, Yes DStIS7 L 1 No DStIS7 S 0.2 No DStIS7 Ex -1 No DStIS8 '• D 0.7098 Linear Add . Yes DStIS8 Ey 1 No DStIS9 D 0.7098 Linear Add Yes DStIS9 Ey -1 No DSUS10 D 0.7098 Linear Add Yes DStIS10 Ex 1 No DStIS11 D 0.7098 Linear Add Yes DSUS11 Ex -1 No DStID1 , D 1 Linear Add : Yes DStID2 D 1 Linear Add Yes DSUD2 L 1 No Table 4.8 - Base Reactions Load FX FY FZ MX.� MY M2 X Y Case/Combo ? kip 1 kip i kip kip-ft kip-ft kip-ft ft ft D 0 0 110.195 727.6739 -2640.0937 0 0 0 0 L 0 0 69.369 463.0414 1646.3492 0 0 0 0 Ey 0 -38.016 0 1070.6944 0-931.5683 0 0 0 Ex -28.474 . 0 0 0 -802.2927 193.5087 0 0 0 DStIS7-NL Max 3.502E-05-38.016 . 153.194 2089.273 -3670.2895 ,-931.5676 ` 0 0 0 DStIS7-NL Min 3.502E-05 -38.016 ; 153.194 ' 2089.273 -3670.2895 '-931.5676 0 0 0 S 0 0 12.555 85.3213 -307.6514 0 0 0 0 DStIS1 0 0 154.274 ` 1018.7434-3696.1312 0 0 0 0 DStIS2 0 0 ' 249.502 1656.7356 -5956.0969 0 0 0 0 DSUS3 0 0 221.691 1472.7641 -5306.7039 ' 0 0 0 0 DStIS4 0-38.016 225.073 2562.4123 -5378.1378 -931.5683 0 0 0 DStIS5 0 38.016 225.073 421.0235-5378.1378. 931.5683 0 0 0 DStIS6 -28.474 0 225.073 1491.7179 -6180.4306 193.5087 0 0 0 DStIS7 28.474 0 225.073 1491.7179 -4575.8451 --193.5087 i 0 0 0 Page 14 of 25 Loads 7/28/2014 Load CaselCombo DStIS8 DStIS9 DStIS10 DStIS11 DStID1 DStID2 4.3.1.5 Story Results Table 4.8 - Base Reactions (continued) FX ' FY FZ MX MY MZ X Y Z kip kip kip kip-ft kip-ft kip-ft ft ft ft 0-38.016 78.217 1587.1973 -1873.9385 -931.5683 0 0 0 0 38.016 78.217 -554.1915 -1873.9385 931.5683 0 0 0 -28.474 0 78.217 516.5029 -2676.2313 193.5087 0 0 0 28.474 0 78.217 516.5029 -1071.6458 -193.5087 0 0 0 0 0 110.195 727.6739 -2640.0937 0 0 0 0 0 0 179.564 1190.7153 A286.443 0 0 0 0 Story Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF Table 4.9 - Story Drifts Load Label Case/Combo D D L L Ey Ey Ex Ex DSt1S7-NL Max DStIS7-NL Max DStIS7-NL Min DStIS7-NL Min S S DStIS1 DStIS1 DStIS2 DStIS2 DStIS3 DStIS3 DStIS4 DStIS4 DStIS5 DStIS5 DStIS6 DStIS6 DStIS7 DStIS7 DSLS8 DStlS8 DStIS9 DSt1S9 DStIS10 DStIS10 Item Drift 5 Max Drift X 2 Max Drift Y 5 Max Drift X 2 Max Drift Y 1 Max Drift X 3 Max Drift Y 8 Max Drift X 10 Max Drift Y 1 Max Drift X 3 Max Drift Y 1 Max Drift X 3 Max Drift 5 Max Drift X 2 Max Drift Y 5 Max Drift X 2 Max Drift Y 5 , Max Drift X 2 Max Drift Y 5 Max Drift X 2 Max Drift Y 1 Max Drift X 3 Max Drift Y 1 Max Drift X 3 Max Drift Y 8 Max Drift X 6 Max Drift Y 9 Max Drift X 10 Max Drift Y 1 Max Drift X 3 Max Drift Y 1 Max Drift X 3 Max Drift Y 8 Max Drift X 10 Max Drift Y 1.1E-05 6E-06 9E-06 5E-06 0.000199 0.00149 0.000799 2.1E-05 0.00019 0.001503 X ft 51.25 11.25 51.25 11.25 0 21.75 21.75 51.25 0 21.75 21.75 -06 51.25 2E-06 11.25 1.6E-05 51.25 9E-06 11.25 3.1E-05 51.25 1.6E-05 11.25 3E-05 51.25 1.5E-05 11.25 0.000183 0 0.001502 21.75 0.000215 0 0.001478 21.75 0.000776 21.75 1.9E-05 0 0.000822 43.25 2.7E-05 51.25 0.000194 0 0.001494 21.75 0.000204 0 0.001486 21.75 0.000792 21.75 1.9E-05 51.25 Y Z ft ft 2.5 0 2.5 0 0 2.5 11.75 11.75 0 2.5 0 2.5 2.5 0 2.5 0 2.5 0 2.5 0 0 2.5 0 2.5 11.75 11.75 11.75 11.75 0 2.5 0 2.5 11.75 11.75 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 0,02. Page 15 of 25 • Loads 7/28/2014 Table 4.9 - Story Drifts (continued) Story CasLoad X e/Combo Label Item Driftft ft ft Stor RF DStIS11 8 Max Drift X 0.000806 21.75 11.75 39 Stor RF DStIS11 10 Max Drift Y 2.3E-05 51.25 11.75 39 Stor RF DStID1 5 Max Drift X 1.1E-05 51.25 2.5 39 Stor RF DStID1 2 Max Drift Y 6E-06 11.25 0 39 Stor RF DStID2 5 Max Drift X 2.1E-05 51.25 2.5 39 Stor RF DStID2 2 Max Drift Y 1.1E-05 11.25 0 39 Story 2F D 1 Max Drift X 5E-06 0 0 19.33 Story 2F D 6 Max Drift Y 5E-06 0 11.75 19.33 Story 2F L 1 Max Drift X 5E-06 0 0 19.33 Story 2F L 6 Max Drift Y 5E-06 0 11.75 19.33 Story 2F Ey 1 Max Drift X 0.000108 0 0 19.33 Story 2F Ey 1 Max Drift Y 0.00211 0 0 19.33 Story 2F Ex 8 Max Drift X 0.001285 21.75 11.75 19.33 ,( aT-- Story 2F Ex 1 Max Drift Y 8.7E-05 0 0 19.33 it3 Story 2F DStIS7-NL Max 1 ; Max Drift X 0.000116 0 - 0- -49:33- 0 0-0 1"/ X tt ` Story 2F DStIS7-NL Max 1 Max Drift Y 0.0021 . 0 0 19.33 b Story 2F DStIS7-NL Min 1 Max Drift X 0.000116 0 0 19.33 _ Story 2F DStIS7-NL Min 1 Max Drift Y 0.002136 0 0 19.33 C ,(TO S D� o L Story 2F S 1 Max Drift X 2E-06 0 0 19.33 Story 2F S 6 Max Drift Y 1 E-06 0 11.75 19.33 Story 2F DStIS1 1 ; Max Drift X 8E-06 0 0 19.33 Story 2F DStIS1 6 ; Max Drift Y 8E-06 0 11.75 19.33 Story 2F DStIS2 1 Max Drift X 1.5E-05 0 0 19.33 Story 2F DSUS2 6 Max Drift Y ' 1.6E-05 0 11.75 19.33 Story 2F DSUS3 1 ; Max Drift X 1.4E-05 0 0 19.33 Story 2F DSt1S3 6 Max Drift Y 1.4E-05 0 11.75 19.33 Story 2F DStIS4 1 Max Drift X 0.000121 0 0 19.33 Story 2F DStIS4 1 , Max Drift Y 0.002123 0 0 19.33 Story 2F DStIS5 1 1 Max Drift X 9.5E-05 0 0 19.33 Story 2F DStIS5 1 ' Max Drift Y 0.002097 0 0 19.33 Story 2F DStIS6 8 Max Drift X 0.001277 21.75 11.75 19.33 Story 2F DSUS6 1 Max Drift Y 0.0001 0 0 19.33 Story 2F DStIS7 8 Max Drift X 0.001292 21.75 11.75 . 19.33 Story 2F DStIS7 1 Max Drift Y 7.3E-05 0 0 19.33 Story 2F DStIS8 1 Max Drift X 0.000112 0 0 19.33 Story 2F DSUS8 1 : Max Drift Y 0.002114 0 0 19.33 Story 2F DSUS9 1 ' Max Drift X 0.000104 0 0 19.33 Story 2F DStIS9 1 Max Drift Y 0.002106 0 0 19.33 Story 2F DStIS10 8 Max Drift X 0.001282 21.75 11.75 19.33 Story 2F DStIS10 1 Max Drift Y 9E-05 0 0 19.33 Story 2F DStIS11 8 Max Drift X 0.001287 21.75 11.75 19.33 Story 2F DStIS11 1 Max Drift Y 8.3E-05 0 0 19.33 Story 2F DStID1 1 Max Drift X 5E-06 0 0 19.33 Story 2F DStID1 6 Max Drift Y 5E-06 0 11.75 19.33 Story 2F DStID2 1 Max Drift X 1E-05 0 0 19.33 Page 16 of 25 Loads 7/28/2014 Table 4.9 - Story Drifts (continued) Story CaselCombo Label Item Drift ft ft ft Story 2F DStID2 6 Max Drift Y 1.1E-05 0 11.75 19.33 Table 4.10 - Story Forces Story ! Load Location P VX i VY T MX MY CaselCombo kip kip kip kip-ft kip-ft kip-ft Stor RF D Top 32.087 0 0 0 209.1343 -733.6121 Stor RF D Bottom 39.394 0 0 0 257.4339 -919.8853 Story 2F D Top 103.011 0 0 0 680.1911 -2456.3481 Story 2F D Bottom 110.195 0 0 0 727.6739 -2640.0937 Stor RF DStID1 Top 32.087 0 0 0 209.1343 -733.6121 Stor RF DSUD1 Bottom 39.394 0 0 0 257.4339 -919.8853 Story 2F DSUD1 Top 103.011 0 0 0 680.1911 -2456.3481 Story 2F DSUD1 Bottom 110.195 0 0 0 727.6739 -2640.0937 Stor RF DStID2 Top 51.237 0 0 0 330.8905 -1149.3558 Stor RF DSUD2 Bottom 58.544 0 0 0 379.1901 -1335.629 Story 2F ' DStID2 Top 172.38 0 0 0 1143.2325 -4102.6973 Story 2F DStID2 Bottom 179.564 0 0 0 1190.7153 -4286.443 Stor RF ' DStIS1 Top 44.921 0 0 0 292.788 -1027.0569 Stor RF DSUS1 Bottom 55.152 0 0 0 ' 360.4074 -1287.8394 Story 2F • DSUS1 Top 144.216 0 0 0 952.2675 -3438.8873 Story 2F DStIS1 Bottom 154.274 0 0 0 . 1018.7434 -3696.1312 Stor RF , DStIS10 Top 22.775 -12.806 0 87.0277 148.4435 -520.7179 Stor RF DSttS10 Bottom 27.962 -12.806 0 87.0277 . 182.7266 -904.8243 Story 2F DStIS10 Top 73.117 -28.474 j 0 . 193.5087 482.7996 -1995.4056 Story 2F . DStIS10 Bottom 78.217 -28.474 0 193.5087 516.5029 -2676.2313 Stor RF DStIS11 Top 22.775 12.806 0-87.0277 148.4435 -520.7179 Stor RF i DSIIS11 Bottom 27.962 12.806 : 0 .-87.0277 `; 182.7266 -401.0448 Story 2F DSttS11 Top 73.117 28.474 0 -193.5087 ' 482.7996 -1491.6261 Story 2F i DStIS11 Bottom 78.217 28.474 0 193.5087 . 516.5029 .-1071.6458 Stor RF , DStIS2 Top 75.421 0 0 0 488.4318 -1699.3502 Stor RF DStIS2 Bottom 84.191 0 0 0 : 546.3913 -1922.878 Story 2F DStIS2 Top 240.881 0 0 0 1599.7562 -5735.6021 Story 2F i DStIS2 Bottom 249.502 0 0 0 1656.7356 -5956.0969 Stor RF DStIS3 Top 77.742 0 0 0 509.2315 -1788.3205 Stor RF DStIS3 Bottom 86.511 0 i 0 0 567.191 -2011.8483 Story 2F DSt1S3 Top 213.07 0 0 0 1415.7848 -5086.2091 1 Story 2F DStIS3 Bottom 221.691 0 j 0 0 . 1472.7641 -5306.7039 Stor RF DStIS4 Top 66.268 0-17.074 -418.4059 429.559 -1497.1416 Stor RF DSUS4 Bottom 76.427 0 -17.074 F-418.4059 832.558 -1756.0985 Story 2F 0StIS4 Top 215.086 0-38.016 -931.5683 1761.5603 -5122.6946 Story 2F DStIS4 Bottom 225.073 0 •-38.016 -931.5683 i 2562.4123 -5378.1378 Stor RF DStIS5 Top 66.268 0 17.074 418.4059 429.559 -1497.1416 Stor RF DSUS5 Bottom 76.427 0 17.074 418.4059 . 160.8521 -1756.0985 Story 2F DStIS5 Top 215.086 0 38.016 931.5683 1089.8544 -5122.6946 Story 2F DSUS5 Bottom 225.073 0 . 38.016 931.5683 421.0235 -5378.1378 Page 17 of 25 Loads 7/28/2014 Table 4.10 - Story Forces (continued) Load P Story Case/Combo Location kip Stor RF DStIS6 Top 66.268 Stor RF DStIS6 Bottom 76.427 Story 2F DStIS6 Top 215.086 Story 2F DStIS6 Bottom 225.073 Stor RF DStIS7 Top 66.268 Stor RF DStIS7 Bottom 76.427 Story 2F DStIS7 Top 215.086 Story 2F DStIS7 Bottom 225.073 Stor RF DStIS7-NL Max Top 44.607 Stor RF , DStIS7-NL Max Bottom 54.766 Story 2F DStIS7-NL Max Top 143.207 Story 2F DStIS7-NL Max Bottom 153.194 Stor RF DStIS7-NL Min Top 44.607 Stor RF DStIS7-NL Min Bottom 54.766 Story 2F DSUS7-NL Min Top 143.207 Story 2F DStIS7-NL Min Bottom 153.194 Stor RF DStIS8 Top 22.775 0 Stor RF DStIS8 Bottom 27.962 0 Story 2F DStIS8 Top 73.117 0 Story 2F DStIS8 Bottom 78.217 0 Stor RF . DStIS9 Top 22.775 0 Stor RF DStIS9 Bottom 27.962 0 Story 2F DStIS9 Top 73.117 0 Story 2F DStIS9 Bottom . 78.217 0 Stor RF ", Ex Top 0-12.806 Stor RF Ex Bottom 0-12.806 Story 2FEx Top 0-28.474 Story 2F . Ex Bottom 0-28.474 Stor RF Ey Top 0 Stor RF Ey Bottom 0 Story 2FEy Top 0 Story 2F : Ey Bottom 0 Stor RF L Top 19.15 Stor RF L Bottom 19.15 Story 2F L Top 69.369 Story 2F : L Bottom 69.369 Stor RF S Top 12.555 Stor RF S Bottom 12.555 Story 2F . S Top 12.555 Story 2F : S Bottom 12.555 0 4.3.1.6 Point Results 0 0 0 0 . 0 0 0 0 0 0 0 VX kip -12.806 -12.806 -28.474 -28.474 12.806 12.806 28.474 28.474 0 0 -17.074 -1.546E-05-17.074 -1.72E-05 -38.016 3.502E-05 1 -38.016 0 -17.074 -1.546E-05 -17.074 -1.72E-05 • -38.016 3.502E-05 . -38.016 VY T MX MY kip kip-ft kip- t kip-ft 0 87.0277 429.559 -1497.1416 O 87.0277 496.7051 -2007.9882 0 193.5087 1425.7073 -5374.5843 O 193.5087 1491.7179 -6180.4306 0-87.0277 429.559 -1497.1416 0-87.0277 496.7051 -1504.2088 0-193.5087 1425.7073 -4870.8049 -193.5087 1491.7179 -4575.8451 -418.4011 290.7235 -1019.8615 -418.3931 695 -1278.752 -931.5744 1282.7149 -3414.7946 -931.5676 2089.2733 -3670.2896 -418.4011 290.7235 -1019.8615 -418.3931 695 -1278.752 -931.5744 1282.7149 -3414.7946 -931.5676 2089.2733 -3670.2896 -17.074-418.4059 148.4435 -520.7179 -17.074 -418.4059 518.5795 -652.9346 -38.016 -931.5683 818.6526 -1743.5159 -38.016 -931.5683 1587.1973 -1873.9385 17.074 418.4059 148.4435 -520.7179 17.074 .418.4059 -153.1264 -652.9346 38.016 931.5683 146.9467 -1743.5159 38.016 931.5683-554.1915 -1873.9385 0 87.0277 0 0 0 87.0277 0 -251.8897 0 193.5087 0 -251.8897 0 • 193.5087 0 . -802.2927 -17.074 -418.4059 0 0 -17.074 -418.4059 335.853 0 -38.016 -931.5683 335.853 0 -38.016 -931.5683 1070.6944 0 0 0 121.7563 -415.7438 0 0 121.7563 -415.7438 O 0 463.0414 -1646.3492 0 0 463.0414 -1646.3492 O 0 85.3213 -307.6514 0 0 85.3213 -307.6514 0 0 85.3213 -307.6514 0 0 85.3213 -307.6514 Page 18 of 25 Loads 7/28/2014 Story Joint Label Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Table 4.11 - Joint Reactions Load FX Case/Combo kip 1 D 0.373 1 L 0.234 1 Ey -0.067 1 Ex -4.281 1 DStIS7-NL Max 0.451 1 DStIS7-NL Min 0.451 1 S 0.034 1 DStIS1 0.522 1 DSUS2 0.84 1 DStIS3 0.737 1 DStIS4 0.692 1 DStIS5 0.827 1 DS11S6 -3.522 1 DStIS7 5.041 1 DStIS8 0.197 1 DStIS9 0.332 1 DStIS10 -4.017 1 DStIS11 4.546 1 DStID1 0.373 1 DStID2 0.607 2 D -0.313 2 L -0.166 2 Ey 0.87 2 Ex -4.239 2 DStIS7-NL Max ' 0.436 2 DStIS7-NL Min 0.436 2 S -0.017 2 DStIS1 -0.439 2 DSUS2 -0.65 2 DSUS3 -0.569 2 DStIS4 0.265 2 DStIS5 -1.475 2 DSiIS6 -4.844 2 DStIS7 3.634 2 DStIS8 0.647 2 DStIS9 -1.092 2 DStIS10 -4.462 2 DStIS11 4.017 2 DStID1 -0.313 2 DStID2 -0.479 3 D 0.01 3 L 0.016 3 Ey -0.003 3 Ex -0.014 3 DStIS7-NL Max 0.011 FY FZ kip kip 0.012 11.725 0.003 6.499 -0.025 -15.692 -0.003 -21.927 -0.009 0.548 -0.009 0.548 -0.001 0.931 0.017 16.415 0.019 24.934 0.016 22.058 -0.006 7.293 0.045 38.677 0.016 1.058 0.023 44.912 -0.016 -7.369 0,034 24.014 0.006 -13.604 0.012 30.249 0.012 11.725 0.015 18.224 0.54 13.082 0.332 7.873 -10.979 -35.763 0.453 21.25 -10.347 -17.874 -10.347 -17.874 0.051 1.193 0.756 18.315 1.206 28.892 1.063 25.481 -9.886 -9.465 12.073 62.062 1.547 47.548 0.64 5.049 -10.596 -26.477 11.363 45.049 0.837 30.536 -0.07-11.964 0.54 13.082 0.873 20.955 0.013 8.826 0.005 7.46 -0.025 -0.493 -0.001 0.001 0.015 11.778 MX , MY MZ kip ft kip-ft kip-ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 19 of 25 • Loads 7/28/2014 Table 4.11 - .Joint Reactions (continued) StoryJoint Load FX FY FZ MX MY MZ Label Case/Combo kip kip kip kip-ft Mp-ft kip-ft Base 3 DStIS7-NL Min 0.011 0.015 11.778 0 0 0 Base 3 S -0.002 -2.45E-05 1.863 0 0 0 Base 3 DStIS1 0.014 0.018 12.357 0 0 0 Base 3 DStIS2 0.037 0.023 23.459 0 0 0 Base 3 DStIS3 0.025 0.02 21.032 0 0 0 Base 3 DStIS4 0.027 -0.003 19.609 0 0 0 Base 3 DStIS5 0.033 0.048 20.596 0 0 0 Base 3 DStIS6 0.016 0.022 20.104 0 0 0 Base 3 DStIS7 0.045 0.023 20.101 0 0 0 Base 3 DStIS8 0.004 -0.016 5.772 0 0 0 Base 3 DStIS9 0.01 0.034 6.758 0 0 0 Base 3 DStIS10 -0.007 0.008 6.266 0 0 0 Base 3 DStIS11 0.022 0.01 6.263 0 0 0 Base 3 DSt1D1 0.01 0.013 8.826 0 0 0 Base 3 DStID2 0.027 0.017 16.286 0 0 0 Base 4 D 0.215 0.451 12.501 0 0 0 Base 4 L 0.103 0.296 8.289 0 0 0 Base 4 Ey -0.531 -7.957 -33.552 0 0 0 Base 4 Ex -2.709 -0.32 -18.511 0 0 0 Base 4 DStIS7-NL Max -0.234 -7.414 -16.4 0 0 0 Base 4 DStIS7-NL Min -0.234 -7.414 -16.4 0 0 0 Base 4 S 0.016 0.055 1.52 0 0 0 Base 4 DSUS7 0.302 0.631 17.501 0 0 0 Base 4 DStIS2 0.432 1.042 29.024 0 0 0 Base 4 DStIS3 0.388 0.925 : 25.723 0 0 0 Base € 4 DSt1S4 -0.125 -7.023 -7.58 0 0 0 Base . 4 DStIS5 0.937 8.89 59.524 i 0 0 0 Base 4 DSUS6 -2.303 0.613 s 7.461 ' 0 0 0 Base 4 DSUS7 3.115 1.254 44.483 0 0 0 Base s 4 DStIS8 -0.378 -7.637 ;.-24.679 ; 0 i 0 0 Base 4 DStIS9 0.684 8.277 42.425 0 0 0 Base 4 DSUS10 -2.556 -0.001 -9.638 0 0 0 Base ` 4 DSUS11 2.862 0.64 27.384 0 0 0 Base 4 DS11D1 0.215 0.451 12.501 : 0 0 0 Base 4 DStID2 0.319 0.747 20.79 0 0 0 Base 5 D -0.285 0.009 8.471 0 0 0 Base ` 5 L -0.189 0.0004277 4.053 0 0 0 Base j 5 Ey 0.264 -0.014 -16.344 0 0 0 Base 5 Ex -2.746 0.001 19.369 0 0 0 Base 5 DStIS7-NL Max -0.131 -0.012 -4.639 0 0 0 Base 5 DStIS7-NL Min -0.131 -0.012 -4.639 0 0 0 Base 5 S -0.032 -9.263E-06 0.643 0 0 0 Base 5 DStIS1 -0.399 0.013 11.86 0 0 0 Base 5 DStIS2 -0.661 0.012 16.972 0 0 0 Page 20 of 25 Loads 7/28/2014 Table 4.11 - Joint Reactions (continued) Story Joint Load FX FY F2 Label Case/Combo kip kip kip Base 5 DStIS3 -0.583 0.011 15.247 Base 5 DStIS4 -0.328 -0.001 -0.385 Base 5 DStIS5 -0.855 0.027 32.303 Base 5 DStIS6 -3.338 0.014 35.328 Base 5 DStIS7 2.154 0.012 -3.41 Base 5 DStIS8 0.061 -0.008 -10.331 Base 5 DStIS9 -0.466 0.021 22.357 Base 5 DStIS10 -2.949 0.008 25.382 Base 5 DStIS11 2.544 0.005 -13.356 Base 5 DStID1 -0.285 0.009 8.471 Base 5 DSOD2 -0.474 0.009 12.525 Base ` 6 D 0.387 -0.01 11.904 Base 6 L 0.251 -0.001 6.654 Base j 6 Ey 0.281 -0.024 ! 15.476 Base 6 Ex -4.492 -0.003 -22.329 Base 6 DStIS7-NL Max 0.82 0.031 32.083 Base 6 DStIS7-NL Min 0.82 0.031 32.083 Base 6 S 0.038 0.000457 0.982 Base 6 DSUS1 0.542 -0.015 16.666 Base 6 DStIS2 0.886 -0.013 25.423 Base 6 DStIS3 0.777 -0.012 22.51 Base 6 DStIS4 1.078 -0.039 1 38.876 Base 6 DStIS5 0.516 0.009 7.924 Base 6 DStIS6 -3.696 -0.018 1.071 Base 6 DStIS7 5.289 -0.012 45.729 Base 6 DStIS8 0.556 -0.032 r 23.926 Base 6 DSUS9 -0.007 0.017 -7.027 Base 6 DStIS10 -4.218 -0.011 -13.879 Base 6 DSUS11 4.767 -0.004 30.778 Base 6 DStID1 0.387 -0.01 11.904 Base " 6 DStID2 0.638 -0.011 18.558 Base 7 D -0.32 -0.544 113.868 Base 7 L -0.169 -0.333 8.741 Base 7 Ey -0.656 -10.999 35.979 Base 7 Ex -4.475 -0.745 23.006 Base 7 DStlS7-NL Max -1.102 -11.749 55.557 Base 7 DStIS7-NL Min -1.102 -11.749 55.557 Base 7 S -0.021 -0.05 1.398 Base 7 DStIS1 -0.448 -0.761 19.415 Base j 7 DStIS2 -0.665 -1.21 ' 31.326 Base 7 DStIS3 -0.586 -1.065 27.619 Base 7 DStIS4 -1.274 -12.098 64.278 Base 7 DStIS5 0.038 9.9 -7.679 Base 7 DStIS6 -5.093 -1.844 51.305 MX MY MZ kip-ft kip-ft kip-ft Page 21 of 25 • Loads 7/28/2014 Table 4.11 - Joint Reactions (continued) Story Joint Load FX FY FZ Label Case/Combo kip kip kip Base 7 DStIS7 3.857 -0.354 5.294 Base 7 DStIS8 -0.883 -11.385 45.822 Base 7 DStIS9 0.429 10.613 -26.136 Base 7 DStIS10 -4.702 -1.131 32.849 Base 7 DStIS11 4.248 0.359 -13.162 Base 7 DStID1 -0.32 -0.544 13.868 Base 7 DStID2 -0.489 -0.877 22.609 Base 8 D 0.01 -0.004 8.759 Base 8 L 0.016 -0.0003867 7.398 Base 8 Ey -0.004 0.004 0.493 Base 8 Ex -0.015 -0.0004586 -0.001 Base 8 DStIS7-NL Max 0.011 0.022 ! 12.671 Base 8 DStIS7-NL Min 0.011 0.022 12.671 Base 8 S -0.002 0.0002773 ' 1.852 Base 8 DStIS1 0.015 -0.005 12.263 Base 8 DStIS2 0.038 -0.005 . 23.274 Base 8 DStIS3 0.025 -0.004 20.872 Base 8 DStIS4 0.027 t).001 i 20.439 Base 8 DStIS5 0.034 -0.01 19.452 Base 8 DStIS6 0.015 -0.006 19.944 Base 8 DStIS7 0.046 -0.005 19.947 Base 8 DStIS8 0.004 ` 0.001 6.711 Base 8 DStIS9 0.011 -0.007 5.724 Base 8 DStIS10 -0.008 -0.003 6.216 Base 8 DStIS11 0.023 -0.002 6.219 Base 8 DStID1 0.01 -0.004 i 8.759 Base 8 DStID2 0.027 -0.004 16.157 Base 9 D 0.203 -0.459 12.456 Base - 9 L 0.087 -0.303 8.19 Base 9 Ey 0.32 -7.983 33.855 Base 9 Ex -2.745 0.617 -19.542 Base 9 DStIS7-NL Max 0.604 -8.586 51.402 Base 9 DS11S7-NL Min 0.604 -8.586 51.402 Base 9 S 0.017 -0.056 1 1.543 Base 9 DStIS1 0.284 -0.642 17.439 Base 9 DS1IS2 0.392 -1.063 28.823 Base 9 DStIS3 0.359 -0.943 25.607 Base 9 DStIS4 0.693 -8.935 59.67 Base 9 DStIS5 0.053 7.032 -8.04 Base 9 DStIS6 -2.372 -0.334 6.274 Base 9 DStIS7 3.118 -1.569 45.357 Base 9 DStIS8 0.464 -8.309 42.696 Base 9 DStIS9 -0.176 7.658 -25.014 Base 9 DStIS10 -2.601 0.292 -10.7 MX MY MZ kip-ft kip-ft kip-ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 Page 22 of 25 • Loads 7/28/2014 Table 4.11 - Joint Reactions (continued) Story Joint Load FX FY FZ MX MY Label Case/Combo kip kip kip kip -it kip-ft Base 9 DStIS11 2.889 -0.943 28.383 0 0 Base 9 DStID1 0.203 -0.459 12.456 0 0 Base 9 DStID2 0.29 -0.761 20.646 0 0 Base 10 D -0.28 -0.008 8.602 0 0 Base 10 L -0.185 0.0001166 4.211 0 0 Base 10 Ey -0.473 -0.012 16.041 0 0 Base 10 Ex -2.756 0.001 18.683 0 0 Base 10 DStIS7-NL Max -0.866 0.033 28.069 0 0 Base 10 DStIS7-NL Min -0.866 0.033 28.069 0 0 Base 10 S -0.032 1.845E-05 0.629 0 0 Base 10 DStIS1 -0.392 -0.012 12.043 0 0 Base 10 DStIS2 -0.649 -0.01 17.376 0 0 Base 10 DStIS3 -0.573 -0.01 15.541 0 0 Base 10 DStIS4 -1.055 -0.024 32.337 0 0 Base . 10 DStIS5 -0.108 0.001 0.256 0 0 Base 10 DStIS6 -3.337 -0.01 34.979 0 0 Base 10 DStIS7 2.175 -0.012 -2.387 0 0 Base 10 DStIS8 -0.672 -0.018 22.147 0 0 Base 10 DStIS9 0.274 0.007 -9.935 0 0 Base 10 DStIS10 -2.955 -0.005 24.789 0 0 Base 10 DStIS11 2.557 -0.007 -12.577 , 0 0 Base 10 DStID1 -0.28 -0.008 8.602 0 0 Base 10 DStID2 -0.465 -0.008 12.814 0 0 4.3.1.7 Modal Results Table 4.12 - Modal Periods and Frequencies Period Frequency Circular -Elgenwlue Case Modes Frequency sec eye/see rad/sec { ra %8se Modal 1 0.513 ' 1.949 12.2457 149.9583 Modal 2 0.477 : 2.095 13.1616 173.2269 Modal 3 0.439 2.277 14.3099 204.774 Modal 4 0.231 4.333 27.2256 741.235 Modal 5 0.231 4.337 27.2501 742.5703 Modal 6 0.225 4.446 27.9361 780.4262 Modal 7 0.225 4.448 27.9472 781.0455 Modal 8 0.214 4.681 29.4116 865.042 Modal 9 0.203 4.934 31.002 961.1217 Modal 10 0.202 4.94 31.0398 963.4674 Modal 11 0.197 5.084 31.941 1020.2284 Modal 12 0.197 5.086 31.9571 1021.2574 MZ kip-ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 23 of 25 Loads 7/28/2014 Table 4.13 - Modal Participating Mass Ratios (Part 1 of 2) Case Mode Pseeriod UX UY UZSum Sum UX UY Sum UZ Modal 1 0.513 0.0039 0.0482 0 0.0039 0.0482 0 Modal 2 0.477 1.281E-06 0.8967 0 0.0039 0.9449 0 Modal 3 0.439 0.9462 0.0001 0 0.9501 0.945 0 Modal 4 0.231 0 0 0 0.9501 0.945 0 Modal 5 0.231 0 0.0003 0 0.9501 0.9453 0 Modal 6 0.225 9.299E-07 0.0013 0 0.9501 0.9465 0 Modal 7 0.225 0 0 0 0.9501 0.9465 0 Modal 8 0.214 0.0001 0.0528 0 0.9503 0.9993 0 Modal 9 0.203 0 0 0 0.9503 0.9993 0 Modal 10 0.202 9.482E-07 3.12E-05 0 0.9503 0.9993 0 Modal 11 0.197 0 0 0 0.9503 0.9993 0 Modal 12 0.197 4.561E-06 1.92E-05 0 0.9503 0.9993 0 Table 4.13 - Modal Participating Mass Ratios (Part 2 of 2) Sum Sum . Case Mode RX RY RZ RX RY Sum RZ Modal 1 0.0073 0.0001 0.939 0.0073 0.0001 0.939 Modal 2 0.1116 2.484E-05 0.0477 0.1189 0.0002 0.9867 Modal 3 2.769E-05 0.1133 0.0038 0.1189 0.1134 0.9905 Modal 4 0 0 0 0.1189 0.1134 0.9905 Modal 5 0.0008 0 0.0001 0.1198 0.1134 0.9906 Modal 6 0.0193 1.871E-05 0.0001 0.1391 0.1134 0.9907 Modal 7 0 0 0 0.1391 0.1134 0.9907 Modal 8 0.8372 0.0024 0.0005 0.9763 0.1159 0.9911 Modal 9 0 0 0 0.9763 0.1159 0.9911 Modal 10 0.0026 8.785E-06 0.0001 0.9788 0.1159 0.9912 Modal 11 0 0 0 0.9788 0.1159 0.9912 Modal 12 0.0006 0.0001 0.0002 0.9794 0.116 0.9914 Table 4.14 - Modal Load Participation Ratios Case j Item Type Item Static 1 Modal . Acceleration UX 99.12 Mod& Acceleration - UY 100 I:40 lc 95.03 99.93 Modal Acceleration UZ 0 0 Table 4.15 - Modal Direction Factors Case : Mode ; Pset: d UX . UY UZ RZ Modal 1 0.513 0.004 0.049 0 0.947 Modal 2 0.477 0 0.951 0 0.049 Modal 3 0.439 0.997 0 0 0.003 Modal 4 0.231 0.004 0.839 0 0.157 Modal 5 0.231 0 0.75 0 0.25 Modal 6 0.225 0.001 0.981 0 0.017 Page 24 of 25 • Loads 7128/2014 Table 4.15 - Modal Direction Factors (continued) Case Mode Period sec UX UY UZ RZ Modal 7 0.225 0.333 0.578 0 0.09 Modal 8 0.214 0.003 0.985 0 0.012 Modal 9 0.203 0.097 0.603 0 0.3 Modal 10 0.202 0.004 0.241 0 0.755 Modal 11 0.197 0.929 0.001 0 0.07 Modal 12 0.197 0.031 0.858 0 0.112 Page 25 of 25 Hrd(3) im(3) ry , r0 x co w X9M 2ifx9YZISSti(N) a SH(N)i° • • 9/ D. Acf )1330 -a(N) • rY1 cL EA16x40 .---. 1-E1 r-n V) (f) --t —4 I— I— (E)VV16x26 (E)W14x22 (E)24K4 (E)24K4 E 24K4 r. 1;1 (L)W8x1C.J (E)W1 4x22 (E)W8x10, (N)HSS12x6x3/8 CX c, F (L)32" R.J. rn (E)32" R.J. (E)IISS14x4x5/16 (E)32" R.J. CL)HSSi 4x4x5J'16 (E)32-w F.J. (E)32" F.J. (E)W16x26, C=1/2 (E)32" F.J. 73 al (E)32" F.J. A (E)W 6x26, C /2 (E)32" F.J. (E)32" F.J. (E)W16x26,z C=-1 /2 0 (E)32" F.J. co rn 0 (E)32" F.J. A (E)W16x26, C=1/2 (E)32" F.J. (E)32" F.J. (E)W16x26, C=1 /2 (E)32" F.J. (E)32" F.J. (E)W16x26, C=1 /2 ETABS 2013 13.1.3 5- 0 6/30/2014 yss,......_ 's &r'� 6X� ySS�ZIg3je `3S12X N rn >( rn i N (0 m tottow cr;-oc,itB # 51 o4t C 4f ricv' t p 14906-3D-OMF on LF.EDB 3-D View Steel Design Sections (AISC 360-10) kip, in, F ETABS 2013 13.1.5 License #'1HC6MM4UDUVQQBC ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element Location (in) Combo Element Type Section Classification Stor RF B1 67.5 DStIS2 I Ordinary Moment Frame HSS12X6X3/8 Compact LLRF and Demand/Capacity Ratio L (in) ! LLRF Stress Ratio Limit 135.0000 1 0.95 Analysis and Design Parameters Provision Analysis i 2nd Order Reduction LRFD Direct Analysis I General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr/Py aPr!P. Tb i EA factor: El factor 1.649E-04 2.42E-05 1 0.8 0.8 Design Code Parameters TF V V-RI m Vr 0.9 0.9 0.9 0.75 I 0.9 1 Section Properties A (in') J (in') I 133 (in') ' 122 (in') A„3 (in') A u2 (in') 11.8 178 215 72.9 3.46 7.65 Design Properties S 33 (in') S22 (in') Z33 (in') Zn (In') r33 (in) I rn (in) C. (in') 35.83 24.3 44.8 27.7 4.2685 I 2.4856 Material Properties E (lb/in') I fy(Ib/in') Ry a 29000000 I 46000 I 1.3 NA HSS Section Parameters HSS Welding I Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) I P„(kip) M „33 (kip-ft) M „22 (kip-ft) V,a (kip) V„3 (kip) 67.5 ' -0.089 I 47.8056 0.1331 -8.334 -0.025 T„ (kip-ft) -0.1806 14906-3D-OMF-LFW--no fixed (X).EDB Page 1 of 2 7/29/2014 ETABS 2013 13.1.5 License #'1 HC6MM4UDUVQQBC Axial Force & Biaxial Moment Design Factors (H1-1b) L Factor K K2 B, B2 CT Major Bending 0.956 Minor Bending 0.478 Parameters for Lateral Torsion Buckling K1b CD 0.478 1 1.13 Demand/Capacity (DIC) Ratio Egn.(H1-1b) DIC Ratio = I (P, I2P.) + (M m IM 03) + (M a2IM a2 ) 0.311 = 9.739E-05 + 0.309 + 0.001 Axial Force and Capacities P. Force (kip) I $P Capacity (kip) $P,n Capacity (kip) 0.089 j 459.41 488.52 Moments and Capacities M. Moment (kip-ft) I cf)M Capacity (kip-ft) 4)M . No LTeo (kip-ft) Major Bending 47.8056 i 154.56 154.56 Minor Bending 0.1331 _...-..65 95.565 Torsion Moment and Capacities T . Moment (kjp-ft) T„ Capacity (kip-ft) (T , Capacity (kip-ft) Major Bending 47.8056 ! 154.56 -0.1806 105.3215 94.7894 Shear Design Major Shear Minor Shear ••, V. Force (kip) I 4)V„Capacity (kip) 8.334 I 189.907 0.025 i 85.877 End Reaction Major Shear Forces Left End Reaction (kip) Load Combo Right End Reaction (kip)! Load Combo 9.454 DStiS11 9.454 DStIS11 14906-30-OMF-LFW no fixed (X).EDB Page 2 of 2 7/29/2014 ETABS 2013 13.1.5 License #*1 HC6MM4UDUVQQBC ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details Level Element' Location (in) ! Combo Element Type Section Classification Story 2F B3 140.4545 j DStIS2 ! Ordinary Moment Frame HSS12X6X3/8 Compact LLRF and Demand/Capacity Ratio L (in) LLRF ! Stress Ratio Limit 258.0000 1 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis General 2nd Order ; Tau-b Fixed Stiffness Reduction Factors aP,/Py aPr/Pe I Tb I EA factor : El factor -1.356E-04 -7.598E-05 I 1 0.8 0.8 Design Code Parameters (DI, c OTv or, I OV V-RI O VT 0.9 0.9 0.9 0.75 i 0.9 1 1 Section Properties A (in') J (in') In (in') 1 In (in') A,3 (in') A,2 (in') 215 72.9 3.46 ! 7.65 11.8 178 Design Properties S„(ins) S n (in') Z„ (in') Zn (in') r„ (in) I rn (in) Cw (in') 35.83 24.3 44.8 27.7 ! 4.2685 j 2.4856 Material Properties E (lb/in') I fy(Iblin') Ry a 29000000 I 46000 I 1.3 1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in)) P. (kip) I M,r33 (kip-ft) I M u22 (kip-ft) 140.4545 I 0.074 63.205 I 0 V,a (kip) i V,3 (kip) I T„(kip-ft) 1.104 '; 0 0.1122 14906-3D-OMF-LF1N-no fixed (X).EDB Page 1 of 2 7/29/2014 ETABS 2013 13.1.5 License #'1HC6MM4UDUVQQBC Axial Force & Biaxial Moment Design Factors (H1.2,H1-1b) LFactorK1 K2 B1 B2 Cm Major Bending 0.977 1 1 1 1 1 Minor Bending 0.977 1 1 1 1 1 Parameters for Lateral Torsion Buckling Lim Kim Cb 0.977 1 1.136 Demand/Capacity (DIC) Ratio Egn.(H1.2,H1-1b) DIC Ratio= (Pr/2Pc)+(Mr33IM,33)+(Mr2/M.22) 0.409 = 7.535E-05 + 0.409 + 0 Axial Force and Capacities P u Force (kip) 4)P ucCapacity (kip) 4)P M Capacity (kip) 0.074 244.674 488.52 Moments and Capacities M u Moment (kip-ft) *Mu Capacity (kip-ft) $M, No LTBD (kip-ft) Major Bending 63.205 Minor Bending 0 154.56 154.56 95.565 Torsion Moment and Capacities T u Moment (kip-ft) T„ Capacity (kip-ft) 1 •T n Capacity (kip-ft) Major Bending 63.205 154.56 0.1122 105.3215 94.7894 Shear Design V„ Force (kip) 1 *V . Capacity (kip) Major Shear 1.104 i 189.907 Minor Shear I 0 85.877 End Reaction Major Shear Forces Left End Reaction (kip) Load Combo 1 Right End Reaction (kip) 12.139 DStIS11 12.139 Load Combo DStIS11 14906-3D-OMF-LFW-no fixed (X).EDB Page 2 of 2 7/29/2014 ETABS 2013 13.1.5 ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details License #'1 HC6MM4UDUVQQBC C.--I Level . Element Location (in) Combo' Element Type Section Classification Story 2F C2 0 DStIS5 Ordinary Moment Frame HSS6X6X1/2 I Seismic HD LLRF and Demand/Capacity Ratio L (in) I LLRF Stress Ratio Limit 231.9600 1 0.95 Analysis and Design Parameters Provision Analysis 2nd Order Reduction LRFD Direct Analysis I General 2nd Order Tau-b Fixed Stiffness Reduction Factors aP,!P, I aPr!Pe Tb EA factor i El factor 0.089 0.139 1 0.8 0.8 Seismic Parameters Ignore Seismic Code? Ignore Special EQ Load? Plug Welded? SDC 1 Rho Sos R Ao Co No No Yes D I 1.25 1 0.951 3 3 3 Design Code Parameters G b 0.9 me 0TY 0.9 0.9 0.75 0.9 1 41) TF 0V V-RI O VT Section Properties A (in2) 1 J (in') I33 (in') 122 (in') A„3 (in') Ara (in') 9.74 1 81.1 48.3 48.3 4.28 4.28 Design Properties S 33 (in') S 22 (in3) Z33 (in3) Z22 (in3) r33 (in) rn (in) I Cw(in') 16.1 16.1 19.8 19.8 ' 2.2269 2.2269 Material Properties E (Iblin') f„(Ib/in2) Ry a 29000000 46000 1.3 I NA HSS Section Parameters HSS Welding I Reduce HSS Thickness? ERW No 14906-3D-OMF-LFW-no fixed (X).EDB Page 1 of 2 7/29/2014 ETABS 2013 13.1.5 License #'1 HC6MM4UDUVQQBC C-f1� (ASCE 12.4.3.2(5): (1.2+0.2*Sds)*D + 1.01. - Omega(Me) Stress Check forces and Moments Location (in) P. (kip) M .33 (kip-ft) M u22 (kip-ft) ! V.2 (kip) ! V u3 (kip) T, (kip-ft) 0 I -71.993 0 0 0 0 1 0 Axial Force & Biaxial Moment Design Factors (HI-1a) L Factor; K1 K2 B, B2 Cm Major Bending 0.948 1 1 1 Minor Bending ; 0.948 1 1 1 0.6 0.6 Parameters for Lateral Torsion Buckling L,t, KC 0.948 j 1 1 1.667 Demand/Capacity (DX) Ratio Egn.(H1-1a) D/C Ratio = (Pr /P c) + (819)(M r33 /M c33) + (8/9)(M r22 /M r22 ) 0.344= 0.344+0+0 Axial Force and Capacities P. Force (kip) $P,. Capacity (kip) I $P„, Capacity (kip) 71.993 209.184 403.236 Moments and Capacities Mu Moment (kip-ft) $M„Capacity (kip-ft) cl)M„ No LTeo (kip-ft) 68.31 Major Bending Minor Bending 0 68.31 0 68.31 Torsion Moment and Capacities T, Moment (kip-ft) ! Tn Capacity (kip-ft) f ¢T„Capacity (kip-ft) Major Bending 0 68.31 0 1 64.6376 58.1738 Shear Design V. Force (kip) f •V„Capacity (kip) Major Shear 0 j 106.381 Minor Shear 0 i 106.381 14906-3D-OMF-LFW-no fixed (X).EDB Page 2 of 2 7/29/2014 ETABS 2013 13.1.5 ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details License #'1 HC6MM4UDUVQQBC C- Level Element Location (in) Combo Element Type Section Classification Story 2F ; C9 0 DStIS5 Ordinary Moment Frame HSS6X6X1l2 Seismic HD LLRF and Demand/Capacity Ratio L (in) 231.9600 LLRF l Stress Ratio Limit 1 ! 0.95 Analysis and Design Parameters Provision Analysis I 2nd Order Reduction LRFD Direct Analysis I General 2nd Order ; Tau-b Fixed Stiffness Reduction Factors aPr1P,, aPr/P, t n EA factor El factor 0.019 0.03 1 0.8 0.8 Seismic Parameters Ignore Seismic :Ignore Special Code? EQ Load? Plug Welded? SDC t Rho S os R no co No No Yes D . 1.25 1 0.951 3 3 1 3 Design Code Parameters 0, c TY TF 0 V V-RI OVr 0.9 0.9 0.9 0.75 0.9 1 1 Section Properties A (in') J (in') 9.74 81.1 133 (in') 122 (in') A„3 (in') I Ave (in') 48.3 I 48.3 I 4.28 I 4.28 Design Properties S 33 (in') S22 (In') Z 33 (In') Z22 (in') 16.1 16.1 19.8 19.8 r33 (in) 1 r22 (in) CM, (in') 2.2269 i 2.2269 Material Properties E (lb/in') fy(Ib/in') 1 R,, a 29000000I 46000 1.3 NA HSS Section Parameters HSS Welding l Reduce HSS Thickness? ERW I No 14906-3D-OMF-LFW-no fixed (X).EDB Page 1 of 2 7/29/2014 ETABS 2013 13.1.5 License #"1 HC6MM4UDUVQQBC (ASCE 12.4.3.2(5): (1.2+0.2"Sds)"D + 1.0"L + Omegao"Qe) Stress Check forces and Moments Location (in) P. (kip) M u33 (kip-ft) M u22 (kiP-ft) V u2 (kiP) V „3 (kip) T (kip-ft) 0 -75.488 0 0 { 0 0 0 Axial Force & Biaxial Moment Design Factors (H1-1a) L Factor K K2 B, B2 Cm Major Bending ; 0.948 1 1 1 1 0.6 Minor Bending ; 0.948 1 1 1 1 0.6 Parameters for Lateral Torsion Buckling Lit Kira Cb 0.948 1 i 1.667 Demand/Capacity (D/C) Ratio Egn.(H1-1a) D/C Ratio = (pap /P c) + (8/9)(M r33 /M o33) + (8/9)(M T22 ) 0.361 = I 0.361+0+0 Axial Force and Capacities P. Force (kip) •P „. Capacity (kip) •P „, Capacity (klp) 75.488 209.184 403.236 Moments and Capacities M „ Moment (kip-ft) 4)M„Capacity (kip-ft) 4)M„No LTBo(kip-ft) Major Bending 1 0 Minor Bending 1 68.31 68.31 0 68.31 Torsion Moment and Capacities T. Moment (kip-ft) T„ Capacity (kip-ft) 4)T„ Capacity (kip-ft) Major Bending 0 I 68.31 0 64.6376 58.1738 Shear Design Major Shear V. Force (kip) 1 •V„ Capacity (kip) 0 106.381 Minor Shear 0 106.381 14906-3D-OMF-LFW-no fixed (X).EDB Page 2 of 2 7/29/2014 MT - co k�Gi o a tu O a co co 0 / c g o \ kauc @ c. 4fk >/2 k2\ 1.2 ° § o a -J u- ANF & Associates (@Roof Y-dir only) %" k o / — w 2 f 0 6 0.0051 <limit Aa/h; A nCV q �£ . Co (0 $R d ¢ ; �E II II L 7 m II II 0 ƒ § § OMF Critical beam column design check by Etabs program output, see page OMF-4-5 for P-A effect > k k E k a) E 0 2q T _c a� & E c \ oa q co73 co 02 2 ki c2 7 k ( C r0 2 q E • 7)¥ 0. LL n2 ON c) e CDF k� _ &5. " 2 2 _ E E [ak a 2 ? 1 SE�0? E & t 1 a- i £ fgaa>46 0 (0 $ A a J v (for 3 col of 2 bay OMF) 0.0097 <0.3 ? M1-L N 0 z ai N C 0 2 O U oo G a) 0 CA ILO c 6 .2 d 1-0 a o ANF & Associates in for access holes) W re H c co N O 11 CO O U w CC ~ a li 32 m a� 78 C) h "o >, o WCD 0 > W It Ec 3 '00 E f" .o ' OJ � O O N a) co �' o cu co :cocno13 wn°)cdocam*E ana aaa� 3 u 0Cf ) Y Y y N Y �i ;[ Y �C Y 5 Q Y .0 i= n co ) c ' ;� 7 N(O Nam. 112 0, !..Lip O o �co cu � CO ID MNNcocr) C aU0 C th 7 r U -0 N E E— u) U� c ¢.7N0 a) cU _cc a) cc)Q co 0 co).N a) — o c y (0 N c N.0 y ( O a) 3 U c E pCO(D a is w 0 m m tN O O "O C, O �O(V E U O E E c� a) X a) II = w O) VO p a = 0 S. a c �U ' 3 2 +L+ r E U Of C p. o II p II N o O N U -0 CDc0 = O c c 2 a U c N c 0 Q O it It O V) O II �+ L O N m 4i U N U c^ E Et E ON C c E EQ n: o c•3 .a EN . o> • o 2• >, c o 0 a) =• II .- ..+ 3 >. CL o w w U d 3 c o tp 0 .. 3 E ,U,U* > .L c d ii mLLti 11 _ U'Q v v N y (Q V- p, �V 22 a) O O - - ^ O . re 11 �j IO' CL O t�U N E CO II O C O O O v L› CO 3 N U I( j v LD y �I �,E z. C��e- U 3 I>,aCDo�y W N 3 O N tN/) V i U a) , a) )1 ill v 0 a) 101 C U E 'u C ++ L O a r' O) D co t>> 7 ti C C a) aU+ O a�i Ua2»» $ U.eCCao a-'v) m- 0 c 8 rni A i v v O o. 2 v W CC r TeL (626) 448-8182 ANF & ASSOCIATES Pax: (626) 448-8092 Consulting Structural Engineers Benefl: mfl6Et81psobedset 9420 Taiga Avenue. Suite 118, In Mate. CA 91731 C�evo,-tor neat1111f pg Joe No. 14 1Br a� VL�H DATE S,. OF 1 bet,4eR,,. �l s+.r L fix = I(,4 {-c P :a A SA"le AS 4g= (1I(CC) G-1 X ot;r cp 4. o ,I lc-ft (weak cnxi , of r) Jbr it frl i r-fit b, = t '' 0 Pi = 61 k -C3 /44'' S _' D,O ?2 c 01 2_ cbPrt 6( (PP') cA M o 9 os( L 4 _ + p.A W z- o,0 7 4 -- Ili 4g� 0, If <( k t o` 6, C- SOYcs iS 5Mailef- So. O ,I►c Mx • L (!(,4a0i)s zox(? ` - (- r-�--- o k et-SEL i2 Ei r (ixa`ix/ax7211 4-ea. wtPlc o'x 812,1 • Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anf1688QpacbdLnet 9428 Tebtar Avenue, Suite 118, El Monte, CA 91731 � v oNe 11 nay I I. -i-c. (� x a X 36 Cr;tic oaa 1a,4 r.6 k _ a,P� Out Jos No 1 e q c6 BY V[-iu. DATE SH. 4 e. OF Z r .',s� zcc .4, S;r,,KltwAA-rovislr (i6x tq = 7, - 4E- tA x 4 o.Px11,_ 3, 8 k--k �~ 4 r Lb= tar Ph ¢wK owliS 09C: 5 kL_= r 4.1 p o7g6 < o,Z rp t26 OCCNY t cr z "07$6 , f 9' 6 _ (2 I < 53. $ o, o, (c. 4X L 1„1, L (pj, �z) X ((q x ri) _ _--- ( o �. jc. 4814 IZEI. 12 X 21m79 X 41 • • • �+ Tel: (626) 448-8182 AN & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: aaf1688@pacbdl.net 9429 Teltar Avenue, Sane 116, El Monte, CA 91731 -1evw-tuY /1C4Y �[(Q ee v ot.r•e- I ( tis� des: r r, s f+ H of loaG cx.t r s-e -tS5 rZ/6 x 3( & (7,t 11/4,i _ 3 7r'` 1 _ r7, 8 K Weak Pl ) 7(-cAly ( °. 1 k-Tin co , I Lb °' q Pn _ 'G j k y -��r '=O,ib0 <0,L 0 PSI 6 ► _L S3 -� Mx — ° (08/ + �_ci,ti I 2- 0P 0 Mm z Lin 0Mv, o;3 6 5, 5nil a(Ier of (c .‘y' e- - Pix L _ Old›c1i))(((�X(2)- L= 4 I'-- Z ;` x s l ov-0 x 7 AI I V`(Jff /L -f (7tR 0 JOB NO BY DATE SH. U OF 3 0,1C D. k �� 'lbl (626) 448-8182 Al.\ r & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Eoghsco s &m il:.ot16lep.oballsec 9420 Tatar Avenue. Sumo 118. ® Moats, CA 91731 4e e 61-- - o 603 dowel s. 5b li-e c o b.etwe 13.-I> (/e., COw3; 'e to (I) 3ru4t P�,n col c.+-e v1 • 5 pipe cot By DATE SM. (evtUor 4tArro t,, loc ->-; -. D . to cLe c — a s be . t rz vs - Pact; ovv at C-1 1 , J ?c_ : 51,1 k 10,5 "Et 56,),,t6,6 a, 4- -7i' Jon No: (470C, VLit/. O' (4'`1 2'7 , B Or 0,1 e x c-e pt 46y °towel to Bec•+• . Scct,'m C�) 3 o)04 ClA t epa..v, 10,5" ciec'r c,p4,., c,Ia6 8` Prl (tl (Hu we-0 1,10 kI-f -4- 1' -ef(f col9 y6 �w;•(cra'�c 12141- 3 + 11S ►� g, i- 1,3 = (ol k P� = 33,1t 381 K = 1,s43 K {ID P,L pf Pt S c (nec-k 6y Foe r o4JC Sl.►eet L b = 8' L= ,2,S' PI 5n,w ga;�er ra'I13. . Pip = ib= 2,5" IL P2 ram, cot - B, ?IT Wo.1,(. NT SI4io HT 49 LATE = 0115 + ►.3'S41L ;,,cl..de) GB p p = B,S+ 3K PZt.= 4,1 K L = 19.4 0,643k See fo.vr.Qc Ske4t-. ,y6-2 • • ANF Tel: (626) 448-8182 A \ r & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Fog neors E-mail: anfl688@pacbell.net 9428 Teldar Amine, Smite 118, El Monte, CA 91731 <Ca13_'1) (rixba") Cr;{cod •• llg.,B.5 WD Pr wet( 5(„ Joe No BY DATE SH. g OF a 2- LIT ' 1 L 1 1 1 i L-ibtih 1�t iS l. S tI`�^t u = (�S DLit bikey ekt Jo toy D ` -,1$ owint "fI-kK Of OG& $Y4.te Rm 'f' C/NS self = t r ('S -f- tArseIf Pl o = PI L = 3 . ?S" k PIE = 7 . s r' �Zc = PL% ge P o �H�rc GIB - o(, '] � 1 J° ra;( c p°,4) Yp.:l P c Peot�y It; 1.tto p.`e a...D� :�� qe�1� -E'afl, Sec �a c�n�• w 1 yg-� ;� S�►.�li.Y kLowA cAbove is (1Se Sa, OLeS. rrttter rote Bri. 4-15r exte. ct arLcL6Y- .2 oQvwe� 0Sf GN2C,jc (Q .ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Description : -GB1-(1/C.5-D) pit load to (E)-30x24- CODE REFERENCES Calculations perACt 318-11, IBC 2012. ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Pc �� = 3.0 ksi Phi Values fr = fc ' 7.50 = 410.792 psi yJ Density = 145.0 pcf LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup = 1.0 Load Combination (BC 2012 Flexure : Shear: 0.90 0.750 0.850 0(17.9) L(10.7) S(1.53) E(38 9) Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Height = 24.0 in Span #1 Reinforcing.... 3-#8 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span 3-#8 at 3.0 in from Top, from 4.0 to 10.0 ft in this span Applied Loads Beam self weight calculated and added to Toads Point Load : D =17.90, L= 10.70, S= 1.530, E = 38.90 k (a? 4.0 ft, (P1) Uniform Load : D = 3.10 k/ft, Tributary Width = 1.0 ft, (wall and pit) Point Load : D = 2.50, L = 2.50, E =19.0 k 6 8.0 ft, (P2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.708: 1 Section used for this span Typical Section Mu : Applied -152.999 k-ft Mn * Phi : Allowable 216.117k-ft Load Combination +1.390D+0.50L+0.70S+E+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Section 1 3- #8 @ d=21',3- #8 @ d=3', Section 2 3-#8 @ d=21',3- #8 @ d=3',3- #8 @ d=3', Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 64.290 65.460- Overall MINimum 0.991 0.539 D Only 30.984 27.666 L Only 7.194 6.006 S Only 0.991 0.539 L+S 8.185 6.545 _ 2r1.1 File = U:1WSVicky1enercalct1482CA-t.EC6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver.6.14.1.28 Licensee : ANF & ASSOCIATES • • 30 in D(2.5) L12 5) E(19) 0(3.1) 30'w><24"h Span-10.011 CIA e`(c dOwci To t9 300. 0, 3418 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Service Toads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Desi n O 0.006 in Ratio = 21025 0.000 in Ratio = 0 <360 0.009 in Ratio = 13762 -0.003 in Ratio = 34446 Top & Bottom references are for tension side of section Max Mu (k-ft) Pht`Mn (k-ft) Moment of Inertia (in"4 ) Bottom Top Bottom Top I gross la - Bottom Ia-Top 0.00 0.00 216.12 216.12 34,560.00 6,943.91 6,943.91 0.00 0.00 216.54 409.65 34,560.00 6,993.16 12,228.06 Support notation : Far left is #1 Project Title: Engineer: Project Descr: Project ID: ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 Concrete Beam 6 i' I File = U:1WSVickylenercalc11482CA-1.EC6 ENERCALG, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description : GB1-(1IC.5-D) pit bad to (E)-30x24- Vertical Reactions - Unfactored Load Combination Support 1 Support 2 E Only -E only D+L D+S D+L+S D+E D-E D+L+E D+L-E 27.184 30.716 -27.184 -30.716 38.178 33.672 31.976 28.204 39.170 34.210 57.670 58.880 3.801 -3.051 64.290 65.460 10.994 2.956 Support notation : Far left is #1 Shear Stirrup Requirements Between 0.00 to 3.98 ft. PhiVc < Vu, Req'd Vs = 0.1332, use stirrups spaced at 8.000 in Between 4.00 to 5.71 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 5.73 to 7.98 ft, PhiVc./2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stinups spaced at 8.000 in Between 8.00 to 9.98 ft, PhiVc < Vu, Req'd Vs =19.414, use stirrups spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k-ft ) Segment Length Span # in Span Mu : Max Phi•Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.000 -153.00 216.12 0.71 +1.400+1.60H Span # 1 1 10.000 -81.83 216.12 0.38 +1.20D+1.60L+0.50S+1.60H Span # 1 1 10.000 -97.17 216.12 0.45 +1.3900+0.50L+0.70S+E+1.60H Span # 1 1 10.000 -153.00 216.12 0.71 +1.390D+0.50L+0.70S-1.0E+1.60H Span # 1 1 10.000 -28.81 216.12 0.13 +0.7098D+E+0.90H Span # 1 1 10.000 -103.58 216.12 40.7098D-1.0E+0.90H Span # 1 0.48 1 10.000 24.57 216.12 0.11 Overall Maximum Deflections - Unfactored Loads 1 Load Combination D+L+E 105 90 BEAM-» -26 -91 -1S6 76 39 BEAK -AT .35 -74 Span Max. Defl Location in Span Load Combination 1 0.0087 4.700 Max. '+' DellLocation in Span 0.0000 0.000 0.90 2.90 3.90 4.98 5.90 6.90 7.90 0.90 Distance (ft) • +I.40D+1.6011 ■ +I.2D0+1.618.+D.SD5+1.60M • +1.19DD+D.SDI+0.705+1+1.60N ■ +1-39DD+D.501+0.7D5-1.0l+1.6DM ! 4D.7D91D+0+0.9DN a +1).70.980-1.DE+0.91•1 0.90 1.99 2.98 3.90 4.90 5.90 9.'38 • • 6.90 7.98 0.98 9.90 Distance (ft) ■ +1.40D+1.6DM ■ +1.20001.60L+D.500+1.60M ■ +1.39DD+6.501+0.7DS+e+1.60N ■ +1.390D+D.SOL+0. 705.1.6E+1.608 a +0.7D9ED+E+090M 4+0.7D98D-1.0l+0.90N ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr Proiect ID: Title Block Line 6 Concrete Beam Lic. i« : KW-06000953 Description : 0.004 — eEAbl°D>s .0.003 -0.006 -0A09 -GB1-(11C.5-D) pit load to (E)-30x24- P. File = U:IWSVickylenercalc11482CA-1.EC6 ENERCALC, INC. 19812014, Build:6.14.1.28, Ver:6.14.1.28 Licensee : ANF & ASSOCIATES 3 70 4.70 Distance (Ft) ■ DO.Iy • DO. ■ D*S ■ D•L•S ! D•E • D-E - D*L•E ■ D+l-E ■ DO.ly ■ l0.1y • SO•ly ■ L•S ■ EO•ly ■ -EO•ly DAL D+S ! 0•1.1S • D•E • D. D•L•E ■ D♦l•E 0.70 1.70 2.70 5.70 630 7.70 8.70 9.70 A,NF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Projed ID: Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Description :-GB-1-(E156.2-56.6)-12x60- CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc 1n = 3.0 ksi fr = fc • 7.50 = 410.792 psi W Density = 145.0 pcf X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Phi Values Flexure : Shear: p1 0.90 0.750 0.850 Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = Load Combination IBC 2012 2 File U:1WSVickylenercakl1482CA-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Licensee : ANF & ASSOCIATES D(2 5) L(2.13(E116. L(4.1) 5(0 643) E(19.4; 13(0.75) ♦ ♦ 7 Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 60.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.50 ft in this span Applied Loads 12-wxOrr h Span=6.50 It Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.750 lc/ft, Tributary Width = 1.0 ft, (wall and pit slab) Point Load : D = 2.50, L = 2.50, E = 10.0 k (a) 4.0 ft, (P1) Point Load : D = 11.50, L = 4.10, S = 0.6430, E = 19.40 k (r;) 8.0 ft, (P2) DESIGN SUMMARY Miauimum Bending Stress Ratio = 0.367: 1 Section used for this span Typical Section Mu : Applied 58.534 k-ft Mn • Phi : Allowable 159.457 k-ft Load Combination +1.390D+0.50L40.70S+E+1.60H Location of maximum on span 4.004ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Section 1 2-#5 @ d=56.5',2- #5 @ d=3.5', Vertical Reactions - Unfactored Load Combination Overall MAXimum Overall MINimum DOny L Only S Only L+S E Only Support 1 Support 2 16.269 46.269 0.038 0.339 8.269 18.269 1.565 5.035 0.038 0.605 1.603 5.640 6.435 22.965 245 at 3.50 in from Top, from 0.0 to 8.50 ft in this span Service Toads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio = 0.000 in Ratio = 0.000 in Ratio = 0 <360 0 <360 999 999 Top & Bottom references are for tension side of section Max Mu (k_ft) Phi•Mn (k-ft) Moment of Inertia (in^4 ) Bottom Top Bottom Top I gross Icr - Bottom la - Top 0.00 0.00 159.46 159.46 216000.00 15,538.54 15,538.54 Support notation : Far left is #1 ANF Associates Consulting Structural Engineers Engineer. Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: Ga-Z1( Title Block Line 6 Concrete Beam -.'t File = U:\WSVickylenercalc11482CA-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description : -GB-1-(EI56.2-56.6)-12x60- Vertical Reactions - Unfactored Load Combination Support 1 Support 2 -E Only D+L D+S D+L+S D+E D-E D+L+E D+L-E Shear Stirrup Requirements -6.435 -22.965 9.833 23.304 8.307 18.874 9.871 23.909 14.704 41.233 1.833 -4.696 16.269 46.269 3.398 0.339 Support notation : Far left is #1 Between 0.00 to 7.99 ft, Vu < PhiVd2, Req'd Vs = Not Reqd 11.4.6.1. use stirrups spaced at 0.000 in Between 8.01 to 8.48 ft, PhiVd2 < Vu <= PhVc. Req'd Vs = Min 11.5.6.3, use stirrups spaced at 14.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Segment Length Span # in span MA)Ornum BENDING Envelope Bending Stress Resufts (k-ft ) Mu : Max phi'Mnx Stress Ratio Span # 1 1 8.500 58.53 159.46 0.37 +1.40D+1.60H Span # 1 1 8.500 29.78 159.46 0.19 +1.20D+1.60L+0.50S+1.601-1 Span # 1 1 8.500 35.61 159.46 0.22 +1.20D+0.50L+1.60S+1.60H Span # 1 1 8.500 28.90 159.46 0.18 +1.390D+0.50L+0.70S+E+1.60H Span # 1 1 8.500 58.53 159.46 0.37 +1.390D+0.501+0.70S-1.0E+1.60H Span # 1 1 8.500 9.18 159.46 0.06 +0.7098D+E+0.90H Span # 1 1 8.500 40.83 159.46 0.26 +0.7098D-1.0E+0.90H Span # 1 1 8.500 -10.62 159.46 0.07 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. - Defl Location in Span D+L+E 1 0.0009 4.335 60 42 • 24 7 BEAM--,. -11 Load Combination Max. '+' Deft Location in Span 0.0000 0.000 DA1 1.66 25/ 3.34 4.19 5.04 5.87 6.72 757 8.42 Distance (ft) ■ ♦1.40D+1.11DN • +L.2DD+1.661+D.S05+1.66N • +L.2DD+D.SDL+1.605+1.60M • +1.29DD+0.1D1+0.705+E+1.60M Q +1.390D+D.SOl+D.705-1.0!+1.60N i< +6.7D9$D+E+0.9011 ':• +D.7098D-1.0E+0.9DN 19 4ona .34 021 1.66 251 3.34 4.19 5.04 557 6.72 7.57 0.42 Distance (ft) • +1.4DD+1.6DN • +1.100+1.1DL+D.S05+1.60N • +1.10D+0.501+1.605+1.6DN • +1.390D♦0.SD1+0.7D5+E+1.60N • +1.39DD+15.S0L+0.705.1.0E+1.6011 I. +D.7098D+l+0.9DM +1).709ED-1.1)e+0.9DN ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Descr: Project ID: (3(3_f,L Title Block Line 6 Concrete Beam Lic. # : KW-06000953 iescription : 0.0004 0.0001 BEN4-» -0.0003 c -0.0006 .0.0010 -GB-10156.2-56.6)-12x60- File = U:tWSVjckylenerca101482CA-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver.6.14.1.28 Licensee : ANF & ASSOCIATES 0.60 1.4S 2.30 315 4.00 Distance (Et) 4.05 S 70 6.55 7.40 825 • DO.1y • 0+L ■ Dt5 ■ 01L*5 • D*E " 0.! t D,L*! • D+L-! ■ DO.Iy • L Only • SO.17 • L15 • E 0.1y • -EO.Iy • DO. 0t5 5 Dtltt D Dt! • 0•0 ■ D*L.E ■ Dtl-E Project Title: Engineer: Project Descr. Project ID: ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 Concrete Beam # : KW-06000953 Description : -GB-7-12x60— CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc 1n = 3.0 ksi fr= fc ' 7.50 = 410.792 psi 41 Density = 145.0 pcf A. LtWt Factor 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Reba = E - Main Rebar = 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = .6 Phi Values Flexure : 0.90 Shear : 0.750 R 1 = 0.850 Load Combination IBC 2012 Fy - Stirrups E - Stirrups = Stirrup Bar Size # = 40.0 ksi 29,000.0 ksi # 3 2 (31 <.• 24 Ui. 2014. , i.,,, File = u:1WSVickylenercalc11482CA-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver..6.14.1.28 Licensee : ANF & ASSOCIATES 0(3 75) L(3 75) E(t 3 75) L(3 75) E(30) 0(1.125) V Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 60.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 11.50 ft in this span Applied Loads 17wx60"h Span.) 1.50 n Service loads entered. Load Factors will be applied 'for calculations. Beam self weight calculated and added to toads Load for Span Number 1 Uniform Load : D = 1.125 k/ft, Tributary Width =1.0 ft, (wall and pit slab) Point Load: D=3.750, L=3.750, E=7.50k )1.50ft,(P1) Point Load : D = 3.750, L = 3.750, E = 30.0 k (o? 5.750 ft, (P2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.475: 1 Section used for this span Typical Section Mu : Applied 74.762 k-ft Mn • Phi : Allowable 157.334 k-ft Load Combination +1.20D+1.60L-+0.50S+1.60H Location of maximum on span 5.750ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Section 1 2-#S @ d=57", Vertical Reactions Load Combination Overall MAXimum Overall MINinum D Only L Only E Only D+L D+E - Unfactored Support 1 Support 2 42.431 5.136 15.773 5.136 21.522 20.909 37.295 31.344 --- 2.364 13.002 2.364 15.978 15.366 28.980 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Desi. n 0 0.003 in Ratio = 44686 0.000 in Ratio = 0 <360 0.005 in Ratio = 30078 0.000 in Ratio = 999 <180 Top & Bottom references are for tension side of section - - Max Mu (k-ft) Phi'Mn (k-ft) Moment of Inertia (in%) Bottom Top Bottom Top I gross to - Bottom Icr - Top 0.00 0.00 157.33 0.00 216000.00 15,769.42 25.44 Support notation : Far left is #1 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Project Title: Engineer: Project Desa: Project ID: Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Description :-GB-7-12x60-- Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 D+i+E 42.431 31.344 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc2, Req'd Vs = Not Reqd 11.4.6.1, use stints s spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Bending Stress Results ( k-ft ) Location (ft) __ _....._ Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 11.500 74.76 157.33 0.48 +1.40D+1.60H Span # 1 1 11.500 61.85 157.33 0.39 +1.20D+1.601+0.50S+1.60H Span # 1 1 11.500 74.76 157.33 0.48 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '' Defl Location in Span D+L+E 1 0.0046 5.635 76 57 30 19 BEAM--sa 20 16 g 4 BEAD1 a> -0 .20 BEAM-aa -09012 cC .0.0023 -09036 -0.0047 Load Combination 03- :: z; ,,gin:, File = u:1WSVickylenercatt1482CA-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver6.14.1.28 Licensee : ANF & ASSOCIATES Max. '+• Defl Location in Span 0.0000 --- 0.000 1.12 1.12 227 3,42 4.57 5.72 Distance (ft) ■ 41.40D+1.6D11 • +1.1DD+1.50L+D.SDS+1.6DM 227 3.42 457 5.72 Distance (ft) • +1.409+1.608 • +1.20D+1.e0L+D.50641.0DM 6.87 697 DA2 8.02 9.17 1.17 10.32 10.32 11.47 11.47 091 1.96 3.11 426 5.41 656 771 Distance (ft) • DO•y • D+L • D+! • D+l+! • DO•y • LO•ly ' !O•y • D+l • D+! • D+l+! 096 10.01 11.16 ETABS 2013 13.1.3 R- 1 7/3/2014 „AA Olf4iT 'S\ N 14906-3D-OMF-LFW no fixed (X).ED$D View Restraint Reactions (D) kip, in, F ETABS 2013 13.1.3 7/3/2014 ,I, a) st 14906-3D-OMF-LFW no fixed (X).EDci .D View Restraint Reactions (L) kip, in, F ETABS 2013 13.1.3 k- 7/3/2014 lip (701 14906-3D-OMF-LFW no fixed (X).EDBD View Restraint Reactions (S) kip, in, F ETABS 2013 13.1.3 7/3/2014 �x ,AAGke r 174 / 1 oi co o,2g3 dry{t otr .7L arr•vx 48Q —o2t� 3 S _ O o0Z2. .eoio L. o,(t o,1tM A d C r $ 3.S = 0,0036 I ?,i3,c i1- I�'S G0,oz oK 14906-3D-OMF-LFW-no fixed (X).EI3® View Restraint Reactions (Ex) kip, in, F ETABS 2013 13.1.3 7/3/2014 14906-3D-OMF-LFW-no fixed (X).ECIED View Restraint Reactions (Ey) kip, in, F 0 N ETABS 2013 13.1.3 0 0 • Cr 0. Plan View - Base - Z = 0 (ft) 14906-3D-OMF-LFW-no fixed (X).EDB O O) r ANF & Associates _aaa_a_aa0.aaa Y Y 2 Y 3C Y Ti :C 32 0 0—O0000r-O 0 0 0 0 0 0 0 8.01 O O XA NMOt`r- NI' 1nCr-0 Ti 4 O N N 4 Ni O N N .-N11)r-in03M NI- O M coiv) 7rN,zt (NI es" ctN•;1'N U 00 CD 00 OD U3 O N. 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C. 11'-2 3/4' VALL TO VALL 10'-9 1/4' SILL TO VALL 10' -2' PLATFORM 5' -1' 5' -1' T1VA Ol llVM .1- .11 '¢ 8 .91/ET 8- Al D8¢ 1110J LTT1,2] .8/L OS-,L .91/E 8-.1 rt u 1- OUOES 3' -10 1/8' 111713 B. G. 4' -6 5/8' & B. Chapter 51-11C WAC STATE BUILDING CODE ADOPTION AND AMENDMENT -Or THE 2012 EDITION OF THE p4,_ - . Coy INTERNATIONAL ENERGY CONSERVATION CODE, COMMERCIAL PROVISIONS SHINGTON STATE ENERGY CODE, COMMERCIAL PROVISIONS TABLE OF CONTENTS Chapter 1 Scope and Administration CE-3 C101 Scope and General Requirements CE-3 C102 Alternate Materials —Method of Construction, Design or Insulating Systems CE-8 C103 Construction Documents CE-8 C104 Inspections CE-9 C105 Validity CE-10 C106 Referenced Standards CE-10 C107 Fees CE-10 C108 Stop Work Order CE-11 C109 Board of Appeals CE-11 C110 Violations CE-11 Chapter 5 C111 Liability CE-11 Chapter 2 Definitions CE-13 C201 General CE-13 C202 General Definitions CE-13 Chapter 3 General Requirements CE-21 C301 Climate Zones CE-21 C302 Design Conditions CE-21 C303 Materials, Systems and Equipment CE-21 2012 Washington State Energy Code CORRECTION Chapter 4 Commercial Energy Efficiency CE-25 C401 General CE-25 C402 Building Envelope RequirementsCE-25 C403 Building Mechanical Systems CE-41 C404 Service Water Heating CE-74 C405 Electrical Power and Lighting Systems CE-76 C406 Reserved C407 Total Building Performance CE-85 C408 System Commissioning CE-95 C409 Energy Metering and Energy Consumption Management CE-99 Referenced Standards CE-102 b1M% I q6 RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER CE-1 Second Printing July 2013 CE-2 2012 Washington State Energy Code CHAPTER 1 [CE] SCOPE AND ADMINISTRATION SECTION C101 SCOPE AND GENERAL REQUIREMENTS C101.1 Title. This code shall be known as the International Energy Conservation Code of [NAME OF JURISDICTION], and shall be cited as such. It is referred to herein as "this code." C101.2 Scope. This code applies to commercial buildings and the buildings sites and associated systems and equipment. Exception: The provisions of this code do not apply to temporary growing structures used solely for the commercial production of horticultural plants including ornamental plants, flowers, vegetables, and fruits. "Temporary growing structure" means a structure that has the sides and roof covered with polyethylene, polyvinyl, or similar flexible synthetic material and is used to provide plants with either frost protection or increased heat retention. A temporary growing structure is not considered a building for purposes of this code. C101.3 Intent. This code shall regulate the design and construction of buildings for the effective use and conservation of energy over the useful life of each building. This code is intended to provide flexibility to permit the use of innovative approaches and techniques to achieve this objective. This code is not intended to abridge safety, health or environmental requirements contained in other applicable codes or ordinances. C101.4 Applicability. Where, in any specific case, different sections of this code specify different materials, methods of construction or other requirements, the most restrictive shall govern. Where there is a conflict between a general requirement and a specific requirement, the specific requirement shall govern. C101.4.1 Existing buildings. Except as specified in this chapter, this code shall not be used to require the removal, alteration or abandonment of, nor prevent the continued use and maintenance of, an existing building or building system lawfully in existence at the time of adoption of this code. C101.4.2 Historic buildings. The building official may modify the specific requirements of this code for historic buildings and require in lieu of alternate requirements which will result in a reasonable degree of energy efficiency. This modification may be allowed for those buildings or structures that are listed in the state or national register of historic places; designated as a historic property under local or state designation law or survey; certified as a contributing resource with a national register listed or locally designated historic district; or with an opinion or certification that the property is eligible to be listed on the national or state registers of historic places either individually or as a contributing building to a historic district by the state historic preservation officer or the '-es-r • n. io a -gi to • ist‘ric', a es. C101.4.3 Additions, alterations, renovations or repairs. Additions, alterations, renovations or repairs to an existing building, building system or portion thereof shall conform to the provisions of this code as they relate to new construction without re, uirin t the unaltered nortionls'1 of the existing . tit + ine or • in '• tne: system to comply with this code. Additions, alterations, renovations or repairs shall not create an unsafe or hazardous condition or overload existing building systems. An addition shall be deemed to comply with this code if tile" addition alone complies or if the existing building, and addition comply with this code as "a single building. c• ti : T •f►lo,in, n:-d•ot o $1A provided the energy use of the building is not increased: 1. Storm windows installed over existing fenestration. 2. Glass only replacements in an existing sash Existing ceiling, wall or. floor cavities exposed during construction provided that these cavities areinsulated to full depth with insulation having a minimum, nominal value of R-3.0 per inch installed per Section C402 's •o w'11 floor cavity is not exposed. 2012 Washington State Energy Code CE-3 5. Reroofing for roofs where neither the sheathing nor the insulation is exposed. Roofs without insulation in the cavity and where the sheathing or insulation is exposed during reroofing shall be insulated either above or below the sheathing. 6. Replacement of existing doors that separate conditioned space from the exterior shall not require the installation of a vestibule or revolving door, provided, however, that an existing vestibule that separates a conditioned space from the exterior shall not be removed. 7. Alterations to lighting systems only that replace less than 60 percent of the luminaires in a space, provided that such alterations do not increase the installed interior lighting power. 8. Alterations that replace only the bulb and ballast within the existing luminaires in a space provided that the alteration does not increase the installed interior lighting power. C101.43.1 Lighting and motors. Alterations that replace 60 percent or more of the luminaires in a space enclosed by walls or ceiling -height partitions shall comply with Sections C405.5 and C405.6. Where less than 60 percent of the fixtures in a space enclosed by walls or ceiling -height partitions are new, the installed lighting wattage shall be maintained or reduced. Where new wiring is being installed to serve added fixtures and/or fixtures are being relocated to a new circuit, controls shall comply with Sections C405.2.1, C405.2.2.3, C405.2.3, C405.3.4, and as applicable C408.3. In addition, office areas less than 300 ft2 enclosed by walls or ceiling -height partitions, and all meeting and conference rooms, and all school classrooms, shall be equipped with occupancy sensors that comply with Section C405.2.2 and C408.3. Where a new lighting panel (or a moved lighting panel) with all new raceway and conductor wiring from the panel to the fixtures is being installed, controls shall also comply with the other requirements in Sections C405.2.2 and C408.3. Where new walls or ceiling -height partitions are added to an existing space and create a new enclosed space, but the lighting fixtures are not being changed, other than being relocated, the new enclosed space shall have controls that comply with Sections C405.2.1, C 405.2.2, C405.2.3 and C408.3. Those motors which are altered or replaced shall comply with Section C403.2.13. C101.4.3.2 Mechanical systems. Those parts of systems which are altered or replaced shall comply with Section C403. Additions or alterations shall not be made to an existing mechanical system that will cause the existing mechanical system to become out of compliance. All new systems in existing buildings, including packaged unitary equipment and packaged split systems, shall comply with Section C403. Where mechanical cooling is added to a space that was not previously cooled, the mechanical cooling system shall comply with the economizer requirements in Section C403.3.1 or C403.4.1. Exception: Alternate designs that are not in full compliance with this code may be approved when the building official determines that existing building or occupancy constraints make full compliance impractical or where full compliance would be economically impractical. Alterations to existing mechanical cooling systems shall not decrease economizer capacity unless the system complies with Section C403.3.1 or C403.4.1. In addition, for existing mechanical cooling systems that do not comply with. Sections C403.3.1 or Section 403.4.1, including both the individual unit size limits and the total building capacity limits on units without economizer, other alterations shall comply with Table C101.4.3.1. When space cooling equipment is replaced, controls shall be installed to provide for integrated operation with economizer in accordance with Section C403.3. Existing equipment currently in use may be relocated within the same floor or same tenant space if removed and reinstalled within the same permit. C101.4.4 Change in occupancy or use. Spaces undergoing a change in occupancy from an F, S or U occupancy to an occupancy other than F, S or U shall comply with this code. Any space that is converted to a residential dwelling unit or portion thereof, from another use or occupancy shall comply with this code. Where the use in a space changes from one use in Table C405.5.2(1) or (2) to another use in Table C405.5.2(1) or (2), the installed lighting wattage shall comply with Section C405.5. Exception: Where the component performance building envelope option in Section C402.1.3 is used to comply with this section, the Proposed UA is allowed to be up to 110 percent of the Target UA. Where the total building performance option in Section C407 is used to comply with this section, the CE-4 2012 Washington State Energy Code i i annual energy consumption of the proposed design is allowed to be 110 percent of the annual energy consumption otherwise allowed by Section C407.3 and Section C401.2 (3). C101.4.5 Change in space conditioning. Any nonconditioned space that is altered to become conditioned space or semi -heated space shall be required to be brought into full compliance with this code. Any semi -heated space that is altered to become conditioned space shall be required to be brought into full compliance with this code. Exception: Where the component performance building envelope option in Section C402.1.3 is used to comply with this section, the Proposed UA is allowed to be up to 110 percent of the Target UA. Where the total building performance option in Section C407 is used to comply with this section, the annual energy consumption of the proposed design is allowed to be 110 percent of the annual energy consumption otherwise allowed by Section C407.3 and Section C401.2 (3). C101.4.6 Mixed occupancy. Where a building includes both residential and commercial occupancies, each occupancy shall be separately considered and meet the applicable provisions of IECC--Commercial Provisions or IECC--Residential Provisions. C101.5 Compliance. Residential buildings shall meet the provisions of IECC--Residential Provisions. Commercial buildings shall meet the provisions of IECC--Commercial Provisions. C101.5.1 Compliance materials. The code official shall be permitted to approve specific computer software, worksheets, compliance manuals and other similar materials that meet the intent of this code. C101.5.2 Low energy buildings. The following buildings, or portions thereof, separated from the remainder of the building by building thermal envelope assemblies complying with this code shall be exempt from all thermal envelope provisions of this code: 1. Those that are heated and/or cooled with a peak design rate of energy usage less than 3.4 Btu/h fl fl (10.7 W/m2) or 1.0 watt/ft2 (10.7 W/m2) of floor area for space conditioning purposes. 2. Those that do not contain conditioned space. 3. Greenhouses isolated from any conditioned space and not intended for occupancy. C101.5.2.1 Semi -heated spaces. A semi -heated space shall meet all of the building thermal envelope requirements, except that insulation is not required for opaque wall assemblies. Component performance calculations involving semi -heated spaces shall calculate fully insulated opaque walls for the Target UA calculation, and Total Building Performance calculations involving semi -heated spaces shall calculate fully insulated opaque walls for the Standard Reference Design. SECTION C102 ALTERNATE MATERIALS -METHOD OF CONSTRUCTION, DESIGN OR INSULATING SYSTEMS C102.1 General. This code is not intended to prevent the use of any material, method of construction, design or insulating system not specifically prescribed herein, provided that such construction, design or insulating system has been approved by the code official as meeting the intent of this code. SECTION C103 CONSTRUCTION DOCUMENTS C103.1 General. Construction documents and other supporting data shall be submitted in one or more sets with each application for a permit. The construction documents shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. Where special conditions exist, the code official is authorized to require necessary construction documents to be prepared by a registered design professional. Exception: The code official is authorized to waive the requirements for construction documents or other supporting data if the code official determines they are not necessary to confirm compliance with this code. C103.2 Information on construction documents. Construction documents shall be drawn to scale upon suitable material. Electronic media documents are permitted to be submitted when approved by the code official. Construction documents shall be of sufficient clarity to indicate the location, nature and extent of the work proposed, and show in sufficient detail pertinent data and features of the building, systems and equipment as herein governed. Details shall include, but are not limited to, as applicable, insulation materials and their R-values; fenestration U-factors and SHGCs; area -weighted U-factor and SHGC calculations; mechanical system design criteria; mechanical and service water heating system and equipment types, sizes and efficiencies; economizer description; equipment and systems controls; fan motor horsepower (hp) and controls; duct sealing, duct and pipe insulation and location; lighting fixture schedule with wattage and control narrative; and air sealing details. F 2012 Washington State Energy Code CE-5 TABLE C101.4.3.1 ECONOMIZER COMPLIANCE OPTIONS FOR MECHANICAL ALTERATIONS Option A Option B (alternate to A) Option C ! (alternate to A) Option D (alternate to A) Unit Type Any alteration with new or replacement equipment ` Replacement unit of the same type with the same or smaller output capacity Replacement unit of the same type with a larger output capacity New equipment added to existing system or replacement unit of a different type 1. Packaged Units Efficiency: min.1 Economizer: C403.4.12 Efficiency: min.' Economizer: C403.4.12.3 Efficiency: min.' Economizer: C403.4.12,3 Efficiency: min.' Economizer: C403.4.12,4 2. Split Systems Efficiency: min.' Economizer: C403.4.12 Efficiency: + 10/5%5 Economizer: shall not decrease existing economizer capability Only for new units < 54,000 Btuh replacing unit installed prior to 1991 (one of two): Efficiency: + 10/5%5 Economizer: 50%6 Efficiency: min.' Economizer: C403.4.12.4 For units > 54,000 Btuh or any units installed after 1991: Option A 3. Water Source Heat Pump Efficiency: mini Economizer: C403.4.1 (two of three): Efficiency: + 10/5%5 Flow control valve Economizer: 50%6 (three of three): Efficiency: + 10/5%5 Flow control valve? Economizer: 50%6 (except for certain pre-1991 systems8) Efficiency: min.' Economizer: z C403.4.1 4 (except for certain pre-1991 systems) 4. Hydronic Economizer using Air -Cooled Heat Rejection Equipment (Dry Cooler) Efficiency: min.1 Economizer: 14332 Efficiency: + 10/5%5 Economizer: shall not decrease existing economizer capacity Option A Efficiency: min.' Economizer: C403.4.12.4 5. Air -Handling Unit (including fan coil units) where the system has an air-cooled chiller Efficiency: min.' Economizer: C403.4.12 Economizer: shall not decrease existing economizer capacity Option A (except for certain pre-1991 systems') Option A (except for certain pre-1991 systems8) 6. Air- Handling Unit (including fan coil units) and Water-cooled Process Equipment, where the system has a water-cooled chiller'0 Efficiency: min.' Economizer: C403.4.12 Economizer: shall not decrease existing economizer capacity Option A (except for certain pre-1991 systems' and certain 1991-2004 9 systems9.) Efficiency: min.' Economize C403.4.12'4 C (exxceptcept 1 for certain pre-1991 systems8 and certain 1991-2004 systems9) 7. Cooling Tower Efficiency: min.' Economizer: C403.4.12 No requirements Option A Option A CE-6 2012 Washington State Energy Code Option A Option B (alternate to A) Option C ! (alternate to A) Option D (alternate to A) Unit Type Any alteration with _ new or replacement equipment Replacement unit of the same type with the same or smaller output capacity Replacement unit of the same type with a larger output capacity New equipment added to existing system or replacement unit of a different type 8. Air -Cooled Chiller Efficiency: min.' Economizer: C403.4.12 Efficiency: + 5%" Economizer: shall not decrease existing economizer capacity Efficiency (two of two): (1) + 10%12 and (2) multistage Economizer: shall not decrease existing economizer capacity Efficiency: min.' Economizer: C403.4.12'4 9. Water -Cooled Chiller Efficiency: min.' Economizer: C403.4.12 Efficiency (one of two): (1) + 10%13or (2) plate frame heat exchanger15 Economizer: shall not decrease existing economizer capacity Efficiency (two of two): (1) + 15%14 and (2) plate -frame heat exchanger15 Economizer: shall not decrease existing economizer capacity Efficiency: min.' Economizer: C403.4.12'4 10. Boiler Efficiency: min.1 Economizer: C403.4.12 Efficiency: + 8%I6 Economizer: shall not decrease existing economizer capacity Efficiency: + 8%16 Economizer: shall not decrease existing economizer capacity Efficiency: min.1 Economizer: C403.4.12'4 1. Minimum equipment efficiency shall comply with Section C403.2.3 and Tables C403.2.3(1) through C403.2.3(9). 2. System and building shall comply with Section C403.4.1 (including both the individual unit size limits and the total building capacity limits on units without economizer). It is acceptable to comply using one of the exceptions to Section C403.4.1. 3. All equipment replaced in an existing building shall have air economizer complying with Sections C403.3.1 and C403.4.1 unless both the individual unit size and the total capacity of units without air economizer in the building is less than that allowed in Exception 1 to Section C403.3.1. 4. All separate new equipment added to an existing building shall have air economizer complying with Sections C403.3.1 and C403.4.1 unless both the individual unit size and the total capacity of units without air economizer in the building is less than that allowed in Exception 1 to Section C403.4.1. 5. Equipment shall have a capacity -weighted average cooling system efficiency: a. for units with a cooling capacity below 54,000 Btuh, a minimum of 10% greater than the requirements in Tables C403.2.3(1) and C403.2.3(2)(1.10 x values in Tables C403.2.3(1) and C403.2.3(2)). b. for units with a cooling capacity of 54,000 Btuh and greater, a minimum of 5% greater than the requirements in Tables C403.2.3(1) and C403.2.3(2) (1.05 x values in Tables C403.2.3(1) and C403.2.3(2)). 6. Minimum of 50% air economizer that is ducted in a fully enclosed path directly to every heat pump unit in each zone, except that ducts may terminate within 12 inches of the intake to an HVAC unit provided that they are physically fastened so that the outside air duct is directed into the unit intake. If this is an increase in the amount of outside air supplied to this unit, the outside air supply system shall be capable of providing this additional outside air and equipped with economizer control. 7. Have flow control valve to eliminate flow through the heat pumps that are not in operation with variable speed pumping control complying with Section C403.4.3 for that heat pump. — When the total capacity of all units with flow control valves exceeds 15% of the total system capacity, a variable frequency drive shall be installed on the main loop pump. — As an alternate to this requirement, have a capacity -weighted average cooling system efficiency that is 5% greater than the requirements in note 5 (i.e. a minimum of 15%/10% greater than the requirements in Tables C403.2.3(1) and C403.2.3(2) (1.15/1.10 x values in Tables C403.2.3(1) and C403.2.3(2)). 8. Systems installed prior to 1991 without fully utilized capacity are allowed to comply with Option B, provided that the individual unit cooling capacity does not exceed 90,000 Btuh. 9. Economizer not required for systems installed with water economizer plate and frame heat exchanger complying with previous codes between 1991 and June 2013, provided that the total fan coil load does not exceed the existing or added capacity of the heat exchangers. 2012 Washington State Energy Code CE-7 10. For water-cooled process equipment where the manufacturers specifications require colder temperatures than available with waterside economizer, that portion of the load is exempt from the economizer requirements. 11. The air-cooled chiller shall have an IPLV efficiency that is a minimum of 5% greater than the IPLV requirements in Table C403.2.3(7X1.05 x IPLV values in Table C403.2.3(7)). 12. The air-cooled chiller shall: a. have an IPLV efficiency that is a minimum of 10% greater than the IPLV requirements in Table C403.2.3(7) (1.10 x IPLV values in Table C403.2.3(7)), and b. be multistage with a minimum of two compressors. 13. The water-cooled chiller shall have an IPLV efficiency that is a minimum of 10% greater than the IPLV requirements in Table C403.2.3(7) (1.10 x IPLV values in Table C403.2.3(7)). 14. The water-cooled chiller shall have an IPLV efficiency that is a minimum of 15% greater than the IPLV requirements in Table C403.2.3(7), (1.15 x IPLV values in Table C403.2.3(7)). 15. Economizer cooling shall be provided by adding a plate -frame heat exchanger on the waterside with a capacity that is a minimum of 20% of the chiller capacity at standard AHRI rating conditions. 16. The replacement boiler shall have an efficiency that is a minimum of 8% higher than the value in Table C403.2.3(5) (1.08 x value in Table C403.2.3(5)), except for electric boilers. C103.3 Examination of documents. The code official shall examine or cause to be examined the accompanying construction documents and shall ascertain whether the construction indicated and described is in accordance with the requirements of this code and other pertinent laws or ordinances. C103.3.1 Approval of construction documents. When the code official issues a permit where construction documents are required, the construction documents shall be endorsed in writing and stamped "Reviewed for Code Compliance." Such approved construction documents shall not be changed, modified or altered without authorization from the code official. Work shall be done in accordance with the approved construction documents. One set of construction documents so reviewed shall be retained by the code official. The other set shall be returned to the applicant, kept at the site of work and shall be open to inspection by the code official or a duly authorized representative. C103.3.2 Previous approvals. This code shall not require changes in the construction documents, construction or designated occupancy of a structure for which a lawful permit has been heretofore issued or otherwise lawfully authorized, and the construction of which has been pursued in good faith within 180 days after the effective date of this code and has not been abandoned. C103.3.3 Phased approval. The code official shall have the authority to issue a permit for the construction of part of an energy conservation system before the construction documents for the entire system have been submitted or approved, provided adequate information and detailed statements have been filed complying with all pertinent requirements of this code. The holders of such permit shall proceed at their own risk without assurance that the permit for the entire energy conservation system will be granted. C103.4 Amended construction documents. Changes made during construction that are not in compliance with the approved construction documents shall be resubmitted for approval as an amended set of construction documents. C103.5 Retention of construction documents. One set of approved construction documents shall be retained by the code official for a period of not less than 180 days from date of completion of the permitted work, or as required by state or local laws. SECTION C104 INSPECTIONS C104.1 General. Construction or work for which a permit is required shall be subject to inspection by the code official. C104.2 Required approvals. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the code official. The code official, upon notification, shall make the requested inspections and shall either indicate the portion of the construction that is satisfactory as completed, or notify the permit holder or his or her agent wherein the same fails to comply with this code. Any portions that do not comply shall be corrected and such portion shall not be covered or concealed until authorized by the code official. Where applicable, inspections shall include at least: i CE-8 2012 Washington State Energy Code C104.2.1 Envelope C104.2.1.1 Wall Insulation Inspection: To be made after all wall insulation and air vapor retarder sheet or film materials are in place, but before any wall covering is placed. C104.2.1.2 Glazing Inspection: To be made after glazing materials are installed in the building. C104.2.1.3 Exterior Roofing Insulation: To be made after the installation of the roof insulation, but before concealment. C104.2.1.4 Slab/Floor Insulation: To be made after the installation of the slab/floor insulation, but before concealment. C104.2.2 Mechanical C104.2.2.1 Mechanical Equipment Efficiency and Economizer: To be made after all equipment and controls required by this code are installed and prior to the concealment of such equipment or controls. C104.2.2.2 Mechanical Pipe and Duct Insulation: To be made after all pipe and duct insulation is in place, but before concealment. C104.2.3 Lighting and motors C104.2.3.1 Lighting Equipment and Controls: To be made after the installation of all lighting equipment and controls required by this code, but before concealment of the lighting equipment. C104.2.3.2 Motor Inspections: To be made after installation of all equipment covered by this code, but before concealment. C104.3 Final inspection. The building shall have a final inspection and not be occupied until approved. C104.4 Reinspection. A building shall be reinspected when determined necessary by the code official. C104.5 Approved inspection agencies. The code official is authorized to accept reports of approved inspection agencies, provided such agencies satisfy the requirements as to qualifications and reliability. C104.6 Inspection requests. It shall be the duty of the holder of the permit or their duly authorized agent to notify the code official when work is ready for inspection. It shall be the duty of the permit holder to provide access to and means for inspections of such work that are required by this code. C104.7 Reinspection and testing. Where any work or installation does not pass an initial test or inspection, the necessary corrections shall be made so as to achieve compliance with this code. The work or installation shall then be resubmitted to the code official for inspection and testing. C104.8 Approval. After the prescribed tests and inspections indicate that the work complies in all respects with this code, a notice of approval shall be issued by the code official. C104.8.1 Revocation. The code official is authorized to, in writing, suspend or revoke a notice of approval issued under the provisions of this code wherever the certificate is issued in error, or on the basis of incorrect information supplied, or where it is determined that the building or structure, premise, or portion thereof is in violation of any ordinance or regulation or any of the provisions of this code. SECTION C105 VALIDITY C105.1 General. If a portion of this code is held to be illegal or void, such a decision shall not affect the validity of the remainder of this code. SECTION C106 REFERENCED STANDARDS C106.1 Referenced codes and standards. The codes and standards referenced in this code shall be those listed in Chapter 5, and such codes and standards shall be considered as part of the requirements of this code to the prescribed extent of each such reference and as further regulated in Sections C106.1.1 and C106.1.2. C106.1.1 Conflicts. Where differences occur between provisions of this code and referenced codes and standards, the provisions of this code shall apply. C106.1.2 Provisions in referenced codes and standards. Where the extent of the reference to a referenced code or standard includes subject matter that is within the scope of this code, the provisions of this code, as applicable, shall take precedence over the provisions in the referenced code or standard. C106.2 Conflicting requirements. Where the provisions of this code and the referenced standards conflict, the provisions of this code shall take precedence. C106.3 Application of references. References to chapter or section numbers, or to provisions not specifically identified by number, shall be construed to refer to such chapter, section or provision of this code. C106.4 Other laws. The provisions of this code shall not be deemed to nullify any provisions of local, state or federal law. In addition to the requirements of this code, all occupancies shall conform to the provisions included in the State Building Code (chapter 19.27 RCW). In case of conflicts among the codes enumerated in RCW 19.27.031 (1) through (4) and this code, an earlier named 2012 Washington State Energy Code CE-9 code shall govern over those following. In the case of conflict between the duct sealing and insulation requirements of this code and the duct insulation requirements of Sections 603 and 604 of the International Mechanical Code, the duct insulation requirements of this code, or where applicable, a local jurisdiction's energy code shall govern. SECTION C107 FEES C107.1 Fees. A permit shall not be issued until the fees prescribed in Section C 107.2 have been paid, nor shall an amendment to a permit be released until the additional fee, if any, has been paid. C107.2 Schedule of permit fees. A fee for each permit shall be paid as required, in accordance with the schedule as established by the applicable governing authority. C107.3 Work commencing before permit issuance. Any person who commences any work before obtaining the necessary permits shall be subject to an additional fee established by the code official, which shall be in addition to the required permit fees. C107.4 Related fees. The payment of the fee for the construction, alteration, removal or demolition of work done in connection to or concurrently with the work or activity authorized by a permit shall not relieve the applicant or holder of the permit from the payment of other fees that are prescribed by law. C107.5 Refunds. The code official is authorized to establish a refund policy. SECTION C108 STOP WORK ORDER C108.1 Authority. Whenever the code official finds any work regulated by this code being performed in a manner either contrary to the provisions of this code or dangerous or unsafe, the code official is authorized to issue a stop work order. C108.2 Issuance. The stop work order shall be in writing and shall be given to the owner of the property involved, or to the owner's agent, or to the person doing the work. Upon issuance of a stop work order, the cited work shall immediately cease. The stop work order shall state the reason for the order, and the conditions under which the cited work will be permitted to resume. C108.3 Emergencies. Where an emergency exists, the code official shall not be required to give a written notice prior to stopping the work. C108.4 Failure to comply. Any person who shall continue any work after having been served with a stop work order, except such work as that person is directed to perform to remove a violation or unsafe condition, shall be liable to a fine of not less than [AMOUNT] dollars or more than [AMOUNT] dollars. SECTION C109 BOARD OF APPEALS C109.1 General. In order to hear and decide appeals of orders, decisions or determinations made by the code official relative to the application and interpretation of this code, there shall be and is hereby created a board of appeals. The code official shall be an ex officio member of said board but shall have no vote on any matter before the board. The board of appeals shall be appointed by the governing body and shall hold office at its pleasure. The board shall adopt rules of procedure for conducting its business, and shall render all decisions and findings in writing to the appellant with a duplicate copy to the code official. C109.2 Limitations on authority. An application for appeal shall be based on a claim that the true intent of this code or the rules legally adopted thereunder have been incorrectly interpreted, the provisions of this code do not fully apply or an equally good or better form of construction is proposed. The board shall have no authority to waive requirements of this code. C109.3 Qualifications. The board of appeals shall consist of members who are qualified by experience and training and are not employees of the jurisdiction. SECTION C110 VIOLATIONS It shall be unlawful for any person, firm, or corporation to erect or construct any building, or remodel or rehabilitate any existing building or structure in the state, or allow the same to be done, contrary to or in violation of any of the provisions of this code. SECTION C111 LIABILITY Nothing contained in this code is intended to be nor shall be construed to create or form the basis for any liability on the part of any city or county or its officers, employees or agents for any injury or damage resulting from the failure of a building to conform to the provisions of this code. CE-10 2012 Washington State Energy Code CHAPTER 2 [GE] DEFINITIONS SECTION C201 GENERAL C201.1 Scope. Unless stated otherwise, the following words and terms in this code shall have the meanings indicated in this chapter. C201.2 Interchangeability. Words used in the present tense include the future; words in the masculine gender include the feminine and neuter; the singular number includes the plural and the plural includes the singular. C201.3 Terms defined in other codes. Terms that are not defined in this code but are defined in the International Building Code, International Fire Code, International Fuel Gas Code, International Mechanical Code, Uniform Plumbing Code or the International Residential Code shall have the meanings ascribed to them in those codes. C201.4 Terms not defined. Terms not defined by this chapter shall have ordinarily accepted meanings such as the context implies. SECTION C202 GENERAL DEFINITIONS ABOVE -GRADE WALL. A wall enclosing conditioned space that is not a below -grade wall. This includes between -floor spandrels, peripheral edges of floors, roof and basement knee walls, dormer walls, gable end walls, walls enclosing a mansard roof and skylight shafts. ACCESSIBLE. Admitting close approach as a result of not being guarded by locked doors, elevation or other effective means (see "Readily accessible"). ADDITION. An extension or increase in the conditioned space floor area or height of a building or Structure. AIR BARRIER. Material(s) assembled and joined together to provide a barrier to air leakage through the building envelope. An air barrier may be a single material or a combination of materials. ALTERATION. Any construction or renovation to an existing structure other than repair or!addition that requires a permit. Also, a change in a mechanical system that involves an extension, addition or change to the arrangement, type or purpose of the original installation that requires a permit. APPROVED. Approval by the code official as a result of investigation and tests conducted by him or her, or by reason of accepted principles or tests by nationally recognized organizations. ATTIC AND OTHER ROOFS. All other roofs, including roofs with insulation entirely below (inside of) the roof structure (i.e., attics, cathedral ceilings, and single -rafter ceilings), roofs with insulation both above and below the roof structure, and roofs without insulation but excluding roofs with insulation entirely above deck and metal building roofs. AUTOMATIC. Self-acting, operating by its own mechanism when actuated by some impersonal influence, as, for example, a change in current strength, pressure, temperature or mechanical configuration (see "Manual"). BELOW -GRADE WALL. That portion of a wall in the building envelope that is entirely below the finish grade and in contact with the ground. BUILDING. Any structure used or intended for supporting or sheltering any use or occupancy, including any mechanical systems, service water heating systems and electric power and lighting systems located on the building site and supporting the building. BUILDING COMMISSIONING. A process that verifies and documents that the selected building systems have been designed, installed, and function according to the owner's project requirements and construction documents, and to minimum code requirements. BUILDING ENTRANCE. Any door, set of doors, doorway, or other form of portal that is used to gain access to the building from the outside by the public. BUILDING SITE. A contiguous area of land that is under the ownership or control of one entity. BUILDING THERMAL ENVELOPE. The below -grade walls, above -grade walls, floor, roof, and any other building elements that enclose conditioned space or provides a boundary between conditioned space, semiheated space and exempt or unconditioned space. 2012 Washington State Energy Code CE-11 SOUTHCENTER Southcenter Parking Calculations Existing Mall Anchor Stores: Per Lease Plans JC Penney 240,603 Macy's 250,407 Sears 169,390 Nordstrom 171,275 Seafood City/Round 1 Building/TBD Tenant Building 86,115 Subtotal Anchor Stores Square feel i+.+...r.w E Copy Specialty Shops: Level 1 Level 2 Level 3 460,720 132,404 73,404 917,790 sf Subtotal Specialty Retail 666 Pad Buildings: Cheesecake Factory 10,209 Fidelity 7,451 Olive Garden 6,591 Bahama Breeze 9,964 Firestone 10,813 Post Office 4,433 Key Bank 4,277 Bank of America 7,451 Buffalo Wild Wings 8,451 Subtotal Pad Buildings REVIEWED FOR CODE COMPLIANCE APPROVED 8 sf SEP 2 4 2014 City of Tukwila BUILDING DIVISION 69,640 sf Total Gross Square Footage 1,653,958 sf Parking required per TMC 18.28.260.B Table 5 4.0 PER 1,000 GSF 6616 stalls Existing Parking as of 3/6/14 4.18 6917 stalls Surplus Parking 301 stalls 1Square footage is the Gross Leaseable Area (GLA) from the various leases with the major tenants CORREVION LTR# Z. b1fO1? �C RECEIVED CITY OF TUKWILA AUG 2 6 2014 PERMIT CENTER S:\Washington\TUKWIIA\Westfield\4reports\Parking Study\Parking Calculation 140721 (Round 1 Update) 8/18/2014 mE VI r �� s J, — MACY'S PARCEL DEVELOPERSOUTPARCEL LEGEND NUMBER OF BAHAMA 9,964 �SF \ 1 1 �� �� "_ �a ` 'A _ _ �.� 115 PARKING STALLS L-- ----_.—.._ ---- PER AREA TRAFFICSIGNAL J SHOPPING CTR. BOUNDARY MACY4S PARCEL MALL ENTRANCE ® LOADING DOCK AREA OO AI WAY STAIRWAY ESCALATOR ELEVATOR ® R KIOSK 6.PARKEING STALL c COMPACT STALL SOUTHCENTER �r rMALL ` / /..: ` � ' _ _ A _?Ax= ��-:�, i nanw4 �' \\ � �� _ _ _ $ TUKWILA wASHINGTON BUD — _ -- — — TT rz I / t tlll� ♦'!� //•,, (_ :� o _ m I (8,200 SF) RECEIVE D OF TUKWILA AUG 2 6 2014 CENTER VICINITY MAP • 4 i k r. u Kra DFVFI APFR (WWI r� ; „ , s-_ -'1 ,� ,. ; � ; o = ; PARCEL SHOPPING CENTER o � � 1 S f , f ti h• _ _ i / a SIGN .Z\\\\\\\\\\`, % y Nazz7,3 DOOM eV OLA '.. i . „ ,, �i 1®7o11Mf i 'r- DEPARTMENT STORES .L• Syr (4 1 MACY'S PBA �a , D PARKING DETAIL KW NORDS7ROM 1e2,7118F YIAGTB z37AS7 SF SEARS JC PBMEY 112 FORAERYffAWN'S MVO SF SUBTOTAL MN N0 / \ /j t ' � �(: .. Q//////////////� __ I ti .._• c� J . �.� .+ - n, »`Y J , r ' STANDARD STALLS 58'-0' - .\\\\\\� I �J - .— . _ - : �.. NORDSTROM a urea J ---- - ' , i. RETALL EVEL 1 LAM SF LEVEL 1V7S4 SF rO.112 SF LEVEL ::: \\\\4 � , i _ _ . •-� L' ": :>/jam 1 a • � �'+ t to i '���' 118*-01 (TTP.) r — ...- SUBTOTAL N.1N SF "-+' '-"- —._ -'—" - 7 : S i - •`\ -` tt ,•„vim. = _ -. "' - WI/LNEITTART,ME11®ICIIDN da7NN ; - ..r �iiii ` 3i :, ; �, - TOTPL 1,417,47T OF iiiiiiis . -o ..::., , aN,Bw PAN10N0 SURFADE s,N,SPAcEs ABOVE GRADE AND PARKING GARAGES: PI W SPACES LEVELS P7. P3, AND ROOF 949 i.\\\\\\\\\\\\\\\� TYP. ANGLED PARKING 80•-0' S `_... jeTpTALla110aP I�-� 4sr:sre-• ..trrY y gI 4'////////////�/.4 ° _. " _ ..m _ ' ,. "�; �,-, 1 w , \\\\\\\\\\\\\\�F ( �t _, r_.... - � ,I,IBj, ., ,—' `.__. L: • �7c ...._....... -`o �.,C-; `�yr: .. � :. -PeRMIT TOTAL /M?SPACFE REQUIRED PARKING /A STALLSH7778F SUNSPACESi tr 4'P,,�,,T �\�Z2� , .� `:. ... m 14, .���■ u ,� �1, F F OM �Y,Yp tt� 1B Ai mil 4 wu•Mil TYP. 90 PARKING vI ,. j PARCEL LINE FIRESTONE 10,813 SF US POSTAL SERVICE _ .�■ `i , r a s. 1`o . - ®r COMPACT STALLS 5T-0' �• — • I� �� �. T _ r_ » III w' (1) ® ®ti ` bI. .'s I i IIVBI .' : _ 50 O PANT , / = `IvtI: MP)� I / I15 — 4,433 SF KEY BANK t� _� ■ a. 25•-0' -0' �/7y�////��� \I) iv. I r, ' -1, Y, 1 i� 4-111W. TYP. 90° PARKING ACCESSIBLE STALLS O®f'JYE 4 PNC10117 C ,�, I ° v 4,277 SF CORRECTION [� LTR # n .' 4 . ,., Y ,. iwtBB�-MEd i a ,- AK limew i 9 ro� �[ ...__ aI g U.: i CHEESECAKE FACTORY snuswew. (E) TARGET is FIDELITY OLIVE GARDEN �U t ..I t _..., 1 r ( a mw BANK OF AMERICA = 1 MN ® NOTE: 110 PARIO REVVED AND IIED7IFlBUREDAS 11101111011T SHEET. .ENNPma Si 305 FMA5 Soft, winiw —new, ' _ (-. 9,200 SF 7,207 SF 6,591 SF 7,451 SF •- 1 _ Westfield Design 11601 AngellshirA 11thFloor Los Angeles, CA 90025 SOUTHCENTER PARKING EXHIBIT �1 1,t...ti, GROUND LEVEL PLAN SCALE: NO SCALE _ N/A DATE 18 AUGUST 2014 JrJSouthcenter Tukwila, Washington P-2.0 SHEET �'Q RECEIVED CITY OF TUKWILA AUG 2 5 2014 PERMIT CENTER Geotechnical Report Addendum Renovations at Former Mervyn's Department Store Round 1 VVestfieid Southcenter Mall Tukwila, Washington FILE COPY SHANNON 6WlLSON. INC. 0 0.1" s'AL MW "EN;YI M IOLTAHT8 Excellence. Innovation. Service. Value. Since 1954. q ICIFAVE AUG 132014 o�c REID MIDDLETON, INC. th July 23, 2014 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2014 City of D NG DIVISION ION Submitted To: Mr. George Opack O&L Architects 4712 Admiralty Way, #207 Marina del Rey, California 90292 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-21966-001 1ANNON MMifl(1LGON, INC. TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE CONDITIONS 2 4.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 2 4.1 General ........ .............2 4.2 Seismic Design Considerations 3 4.2.1 Ground Motions 3 4.2.2 Earthquake -induced Geologic Hazards 4 4.2.3 Existing Pile Lateral Resistance 5 4.3 Micropile Design and Construction 5 5.0 LIMITATIONS 7 6.0 REFERENCES 9 TABLE International Building Code 2012 Ground Motion Parameters 4 FIGURES 1 Boring Exploration Plan (1988 Geotechnical Report, Proposed Mervyn's) 2 Log of Boring C-1 3 Log of Boring C-2 (2 sheets) 4 Log of Boring C-3 5 Log of Boring C-4 6 Log of Boring C-5 APPENDIX Important Information about Your Geotechnical/Environmental Report 21-1-21966-001 21-1-21966.001-Rl.docxh+pflkn SI NNoN WISON, INC. GEOTECHNICAL REPORT ADDENDUM RENOVATIONS AT FORMER MERVYN'S DEPARTMENT STORE ROUND 1 WESTFIELD SOUTHCENTER MALL TUKWILA, WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical engineering studies to aid in the design of a new escalator and three new elevators for the building located at 1368 Southcenter Mall, Tukwila, Washington. Our understanding of the subsurface conditions and our knowledge of the existing building foundations is based on the information contained in our 1991 Geotechnical Report (Shannon & Wilson, Inc. [Shannon & Wilson), 1991) that was prepared for design of the subject building, formerly known as the Mervyn's Department Store. This current report can be considered an addendum to the 1991 Geotechnical Report. Our geotechnical scope of services included reviewing the subsurface conditions at the site, reviewing previous recommendations presented in the 1991 Geotechnical Report, consulting with the project structural engineer, analysis of pile vertical and lateral capacity, and developing geotechnical engineering recommendations for use in the design and construction of the proposed building renovations. We provided our services in general accordance with our proposal dated April 2, 2014, which was authorized by Mr. George Opack on April 30, 2014. 2.0 SITE AND PROJECT DESCRIPTION The project site is at the northeast corner of Southcenter Mall. The existing two-story building has a structural floor slab at approximate elevation 285 feet, has a rectangular building footprint measuring 213 feet by 265 feet, and issupported on 18-inch-diameter augeicast concrete piles. The building is currently occupied by the Seafood City Marketplace. We understand that the proposed building renovations project will include construction of new escalator and three new elevators. The escalator and one new elevator will be located at the approximate middle of the west side of the building (between grid lines A to B and 4 to 5). Two new elevators (one freight and one passenger) will be located on the south side of the building. We understand that the existing 18-inch-diameter concrete piles will be used to support the new structural loads to the extent possible. As -built drawings of the building indicate that the 21-1-21966-001-RI .dacxlwptlkn 21-1-21966-001 SHANNON FIWII.,SON, INC. augercast piles were drilled to sufficient depths to achieve an allowable bearing capacity of 60 tons with an adequate factor of safety for static and seismic loading. 3.0 SUBSURFACE CONDITIONS Between 1959 and 1962, the project site was filled to the approximate existing ground surface with soils excavated from the upland slopes to the west. Based on the soils encountered during the subsurface explorations, the site is underlain by a sequence of fill material, estuarine sediments, alluvial sand and gravel and glacial deposits of sand and silt. Subsurface explorations were completed at the site in1988. The site exploration plan and boring logs are included with this report as Figures 1 through 6. Previous borings indicated that the surface fill layer is approximately 13 to 15 feet thick and consists of loose to medium dense to dense, silty, fine to medium sand with interbedded layers of fine sandy silt. Soils below the fill consist of soft to medium stiff, clayey silt with clay and peat layers (estuarine deposits) to depths of approximately 35 to 40 feet. Below depths of 35 to 40 feet, there is a 10-foot-thick layer of medium dense sand and gravel (alluvium) followed by dense to very dense, sandy gravel soils to a depth of approximately 71 feet. Below 71 feet, the soils consist of very dense, fine to medium sand or hard silt (glacially overridden soils). Please refer to our 1991 Geotechnical Report for additional details on the subsurface conditions at the site. 4.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 4.1 General The soils at the project site consist of loose to medium dense fill over highly variable and compressible estuarine soils such as silt, clay, and peat. Based on our past experience with development at the project site, and our experience with the types of fill and native soils present, the site soils are not likely to be corrosive. No special corrosion protection is recommended for structural elements bearing in fill or native soils at this site. In our opinion, dense alluvial sediments and very dense glacial soils below the estuarine deposits provide competent support for the subject building. The existing augercast concrete piles bear in this layer. The structural design of the new escalator and elevators will not require any new retaining walls and will not rely on passive earth pressure to resist lateral loads. No lateral loads will be applied to the micropiles. We understand that the project structural engineer (ANF & Associates) has evaluated current and proposed building loads and determined that the 18-inch augercast piles generally have adequate capacity to support new loads from the escalator and elevators; however, the new escalator will 21-I-21966.001-RI.docx wp.'1kn 21-1-21966-001 SHANNON W&SON, INC. require six new piles for additional support. We recommend that micropiles be used to provide the additional support need. Loads on these new micropiles will range from 30 to 100 kips (1 kip =1,000 pounds). We understand that there is approximately 15 feet of vertical clearance at the location ofthe new micropiles. This should be adequate for the equipment typically used for micropile installation. The proposed elevators on the south side of the building will generally bear on existing piles and grade beams; however, two additional micropiles are needed to support the south side of the proposed freight elevator located along grid line E.1. These micropiles will have design capacities of 60 and 70 kips. The following paragraphs present seismic design considerations and recornmendations for micropile design and construction. 4.2 Seismic Design Considerations 4.2.1 Ground Motions The project islocatedin a moderately active seismic region. While the region has historically experienced moderate to large earthquakes (i.e., April 13, 1949, magnitude 7.1 Olympia Earthquake; April 29, 1965, magnitude 6.5 Seattle -Tacoma Earthquake; and February 28, 2001, magnitude 6.8 Nisqually Earthquake), geologic evidence suggests that larger earthquakes have occurred in the prehistoric past and will occur in the future (e.g., magnitude 8.5 to 9.0 Cascadia Subduction Zone Interplate events, magnitude 7.5 Seattle Fault events). We understand that the project will comply with the 2012 International Building Code (IBC) (International Code Council, Inc., 2012). The seismological inputs are short -period spectral acceleration, Ss, and spectral acceleration at the 1-second period, Si, shown in Figure 1613.5 in the IBC. Ss; and Si are for a maximum considered earthquake, which correspond to ground motions with a 2 percent probability of exceedance in 50 years or about a 2,500-year return period (with a deterministic maximum cap in some regions). The mapped Ss and SI values and design spectral accelerations at the site are shown in Table 1 and are from probabilistic ground motion studies completed in2008 by the U.S. Geological Survey. 21-I-21966-001-R1.dogxppfika 21-1-21966-001 3 SI-IA,NNILSON, INC. TABLE 1 INTERNATIONAL BUILDING CODE 2012 GROUND MOTION PARAMETERS ! S$ 1 )$ " ""` ►S1 (g�s); Site " .,"Class Fn Ic SAls tg's) r!Sx411' „lg's� 1?S (g'3) " / b1 (g's) 1.456 0.543 E 0.9 2.4 1.31 1.303 0.873 0.868 The site classification determines the site soil response factors. Our liquefaction hazard calculations indicate that scattered zones of the subsurface soils are potentially liquefiable. Potentially liquefiable soils generally correspond to site class F. However, because of the limited extent of potentially liquefiable soils and the fact that the existing foundations bear in dense soil that will not experience liquefaction, it is our opinion that a site class E adequately characterizes the site subsurface conditions. We assume that the proposed structure will have a period less than 0.5 second; IBC 2012 does not require a site -specific ground response evaluation for structures with periods less than 0.5 second. Furthermore, the mic opiles will be designed as deep foundation elements with a minimum, longitudinal reinforcement ratio of 0.005 extending the full length of the element. Thus, specific numerical analysis of maximum imposed curvatures from earthquake ground motions have not been performed for this project. We have considered the effects of limited liquefaction on site stability, foundation capacity, and settlement, and present our conclusions in the following sections. 4.2.2 Earthquake -induced Geologic Hazards Earthquake -induced geologic hazards that may affect a site include landsliding, fault rupture, settlement, and liquefaction and associated effects (such as loss of shear strength, bearing capacity failures, loss of lateral support, ground oscillation, and lateral spreading). Because of the flat site topography and the discontinuous liquefiable soils, we consider the risk of landsliding at this site to be low. The nearest mapped fault (Johnson and others, 1999) is the southernmost strand of the east -west -trending Seattle Fault Zone. The Seattle Fault Zone is approximately 2'/% to 4 miles wide (north -south). The project site is located about 6 miles south of the southernmost strand.. Evidence of Holocene rupture (i.e., movement within the last 10,000 years) has not been reported along the southernmost strand of the Seattle Fault. Thus, given the recurrence interval and the absence of an active fault below the project site, it is our opinion that the potential for fault rupture is low and not a design issue for this project. 21-1-21966-001-RIAlocxl ptlkn 21-1-21966-001 SHANNON sWILSON, INt Liquefaction and related effects pose the most significant earthquake -induced geologic hazard at the site. Based on our previous studies at the site, it is our opinion that localized and discontinuous zones of loose to medium dense sand between 35 and 40 feet below ground surface are susceptible to liquefaction. These liquefaction -susceptible soils are relatively thin layers that are either discontinuous laterally or display widely varying fines contents. Therefore, localized liquefaction is more likely than widespread liquefaction. We estimate strong ground motion earthquakes could cause several inches of post -liquefaction settlement at the Southcenter Mall parking lot areas and structures that are not pile -supported; however, because the subject building is supported on piles bearing in non -liquefiable soils, settlement is not likely. The potential for lateral spreading is very low and not a design issue for this project. 4.2.3 Existing Pile Lateral Resistance We used the computer program LPILEPLus, Version 5.0 (Reese and Wang, 2010) to analyze existing J 8-inch-diameter concrete piles embedded to a depth of approximately 70 feet below finish grade. We analyzed the piles using combination of an axial load of 60 tons (120 kips) and a lateral load of 5, J 0, and 20 kips. We assumed fixed -head conditions. The analysis indicated that less than % inch of lateral deflection would occur under these lateral loads. We understand that the new micropiles that will partially support the escalator and elevators will not be subjected to lateral loading. 4.3 Micropile Design and Construction To satisfy axial compressive capacity requirements of 30 to 100 kips, as shown in the structural plans, we recommend that the additional piles for the escalator and elevators consist of pressure - grouted micropiles, Micropiles provide a cost-effective, high -capacity foundation system for structures where conventional deep foundations are not practicable, such as buildings with limited access and overhead clearance or those sensitive to noise and vibration. Micropiles are drilled using a temporary steel casing and a drill bit and rod. Soil is removed from the shaft with circulating mud or air, and grout is pumped in under pressure from the bottom of the hole as the casing is extracted. A steel rebar cage can be set in the shaft and the casing can be left in place (typically in the upper 10 feet or so of the shaft) for additional lateral reinforcement. Permanent casing should not be left in the portion of the hole that is bonded with dense sand and gravel or glacial soils. Micropiles are drilled and pressure grouted to form relatively small -diameter, e.g., 7- to 10-inch- diameter, high capacity piles. We understand that 10-inch micropiles are called for in the structural plans. The capacity of the pile is dependent upon the diameter, bonded length, and soil 21-1-21966.001-R1.docxAsp/Iln 21-1-21966-001 5 HANNON WILSON,INC, or rock conditions. At the subject building site, micropiles would derive their axial capacity primarily from the medium dense sand and gravel alluvium layer and the underlying very dense or hard glacial soils, We recommend ignoring the frictional resistance of the upper 40 feet of soils because of the compressible nature of these soils and the potential for post -earthquake settlement, Micropile lengths will vary across the building footprint for a given load capacity due to the variable pile capacities required. Preliminary capacities of pressure -grouted micropile can be determined using an ultimate bond stress (skin friction) of 17 pounds per square inch (psi) in the medium dense to dense, sandy gravel layer present from 40 to 60 feet deep, and 40 psi in the hard glacial silt below 60 feet. An appropriate factor of safety (FS) should be applied to the ultimate skin friction provided above. We recommend using FSs 2.5 for the static loading case. This FS provides adequate resistance from post -seismic downdrag forces on micropiles that may occur in some areas following a design -level earthquake. Based on our experience with high -capacity micropiles at sites with similar soil conditions, we expect that construction phase loading will cause the micropiles to experience less than'/2 inch of settlement. Post -seismic downcdrag loads on micropiles will be negligible. For 10-inch-diameter micropiles, the skin friction described above equates to an allowable bond strength of 2.6 kips per foot of embedment between 40 and 60 feet deep and 6 kips per foot of embedment below 60 feet. Thus, a 30-kip capacity micropile will need to be installed to a minimum depth of 52 feet (40 phis 12 feet embedment in bearing soils). The 100-kip°micropile will need to be installed to a minimum depth of 68 feet. Note that the depth. of glacial soils may vary and should be confirmed by observation of the drilling process during construction of the micropiles. Load testing can be completed on sacrificial piles or production piles. Testing sacrificial piles would allow loading to failure that would indicate the ultimate bond stress for the bearing soil, whereas testing production piles typically includes loading one pile to 200 percent of design load rather than loading to failure,. We recommend that a tension load test (ASTM International D3689-07) be performed on one production micropile to verify that the estimated ultimate bond stress values for the constructed micropiles are appropriate. Based on anticipated behavior of the fill and native granular soils described in borings at the site, we anticipate the quick -load test procedure (Section 8.1.2) could be used. The tension load test will require a load frame that reacts against the ground surface or the adjacent concrete structure (slab or grade beams). Note that the pile -supported structural floor slab may not have adequate capacity to resist the reaction loads during micropile testing. We recommend that the micropile subcontractor be required to submit a detailed testing plan including the design and location of the reaction frame along with the loads anticipated at the 21-I 21966-001-RLdocx/ polkn 21-1-21966-001. SF Nt N i JWI1 ON, INC. reaction points. This should be reviewed and approved by the project structural engineer. Alternatively, the Contractor may elect to perform the test on a sacrificial micropile located outside the building footprint. 5.0 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist, and further assume that the explorations are representative of the subsurface conditions at the former Mervyn's 'building site; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. Within the limitations of the scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Our conclusions and recommendations are based on our understanding of the project as described in this report and the site conditions as interpreted from the explorations. If, during construction, subsurface conditions are observed that are different from those encountered in the field explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. If there is substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site, we 'recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or the time lapse. This report was prepared for the exclusive use of 0 + L Architects, and other members of the design team. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions such as those interpreted from the exploration logs and presented in the discussions of subsurface conditions included in this report. The scope of our geotechnical services did not include any environmental assessment or evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air on or below the site, or any evaluation for disposal of contaminated soils or groundwater should any be encot;tered, except as noted in this report. 21-1-21966-OOI-R1:aocx/ p+Ikn 21-1-21966-001 NON 6VVI t:,1, INC. Shaiu on & Wilson, Inc. has prepared an Appendix, "Important Information About Your Geoteclmical/Environunental Report," to assist you and others in understanding the use and limitations of our reports. SHANNON & WILSON, INC. Martin W. Page P.E., L.E.G. Vice President Geotechnical Engineer, LEED AP, DBIA MWP:TIVIG/mwp 21-1,21966.00I-R1.d6ex/ p/Ma 21-1-21966-001 SHANNON FiWIi ON. INC. 6.0 REFERENCES International Code Council, Inc., 2012, International building code: Country Club Hills, International Code Council, Inc., 676 p. Johnson, S.Y.; Dadisman, S.V.; Childs, J.R.; and Stanley, W.D., 1999, Active tectonics of the Seattle Fault and Central Puget Sound, Washington --implications for earthquake hazards; Geological Society of America Bulletin, v. 111, no. 7, p. 1042-1053, July. Reese, L.C.; Wang, S.T.; Isenhower, W.M.; and Arrellaga, J.A., 2010, LPILE Plus v. 6.0: Austin, Texas, Ensoft, Inc. Shannon & Wilson, Inc. (Shannon & Wilson), 1991, Geotechnical Report for New Mervyn's Department Store at Southcenter Shopping Center, Tukwila, Washington: Prepared for Mervyn's Department Stores, 22301 Foothill Boulevard, Hayward, CA. 21-1-21966-00I-RI.docxI p'lln 2 1-1 21966-001 J.C.Penney ir 24 Glass Wall Existing Parking 0 60 �—i 1---1 H j Scale in Feet C Proposed Additional Mall Shops 120 1 NOTE Base map provided by Center Ridge Design Services, Inc.. C-1 G6 B-137 0 H-7 • AA LEGEND Boring Designation and Completed by Shannon Boring Designation and Completed by Shannon Boring Designation and Completed by Shannon PROPOSED -1NEW MERVYN'S DEPARTMENT STORE Approximate Location & Wilson July 1988 Approximate Location & Wilson July 1966 Approximate Location & Wilson November 1961 Generalized Subsurface Profile /J( Revised September 1991 Proposed Mervyn's Department Store Southcenter Shopping Center BORING LOCATION PLAN August 1988 W-4977-02 SHANNON & WILSON, INC. 1 F/&. / SOIL DESCRIPTION Surface Elevation: V. f t. Asphalt at surface, underlaid by grovel. Bense to medium dens., blue. -pray to brown, slightly gravelly fine SAKI) and SILT, rtots't to dry with organics end iron oxide s-tetns. (FILL/ Stiff to medium stiff, layered blue -gray clayey SILT and very dar* brown PEAT, NOS* to vet, with some fine sand and organics. Soft, dark pray, clayey SILT, moist to wet, with shells. Silt of low plasticity and 1 livery texture. f' Very loose, dark pray, slightly clayey, silty 1 fin. SAD, moist to wet with some fine gravel and shells. Medium dense, dark gray, slightly silty to silty, fine to coarse sandy, fin. GRAVEL. vet. r Dense. derk grey, medium to coarse sandy, fine to coarse Q PVEL, wet with some silt. Layered, dark gray to orange -brown, hard fine ID coarse sandy SILT, and very dens., medium to coarse SAND and GRAVEL, dry to moist. with organics and griv.l. Silt forming pockets. Oaring Completed 6-27-0 Bottom of Boring w 14 30 71 35 81 4B 91 SS 63 131 14= 15= I8 17= 16= 19= 20= 98 21= Q B BB 78 9B 100 Standard Penetration Resistance 4140 Ib. weight, 30" drop) A Blows per loot a to 837 :sot 5" S$�2' :* 'ram 01, IBA/4`' �-�'- :::_.,► • B, •^. s --�.� LEGEND Z 2" O.Q. split spoon temple II 3" 0.0. thin -wall sample *Semple not °recovered A tterberg Limits: t-----1-•— Liquid limit sr Netut al -water content Plastic limit s Impervious seal Water levee Piezometertip Sample pushed NO7E; The stratification lines represent the, approximate boundaries between soil tvoss and the transition may be gradual S 22 4D 60 Water content PROPOSED DEPARTMENT STORE *5 SOUTH CENTER SHOPPING CENTER LOG OF BORING C-1 1i77-vo.. AM. 19611' V4977-0I Sit AN NON & WILSON, INC. 1 i FIG. L SOIL DESCRIPTION Surface Elevation: Z4. 9 ft. Rsphelt at surface, underlaid by gravel. Vary stiff, grey to orange -brown, s1Ight1y clayey, fInc sandy SILT, hoist with soma coarse gravel and organics. Clay forming In Pockets. Layered, soft gray -brown, clayey SILT and medium silff, dbrk brown to black, 1'emtnetod silty PEAT, moist. Soft to very soft, brown to blue -gray, stratified clayey SILT, moist 'to wet, s 11 t of low plestIcity and ilv.ry toxtrrra. Medium dense blue,. -gray, fine to soarsu sandy fin. GRAVEL, wet. Dansa 'to very dense, blue -gray sl l gh'tl y silty medium to coarse sandy fine GRAVEL, vat, +Pith some organics. Vary da,se. 61ue gray silty fIna gravelly fine to medium SPUD, aols't to wart with Boom `1, organics. �- Hard, distorted laminated layers of gray and brown SILT, dry, with a trace of gravel and organics. Soil breaks along fissures. Boring continued next page "O.D. split spoon sample II 3" Q.D. thin -well sample 'Sample not recovered Atterberg'Limits: I--�--I� -.— Liquid limit LEGEND Natural water content Plastic limit NOTE; The stratification lines represent th .r a w O B 14 75 35 46 71 76 qq 11 2= 3= I 6= 71 8J 10M 11T 12= 14= 151 16= 17= 1"8= 19= 2B= Impervious seal 2 Water level Piezometer tip Sample pushed approximate boundaries rA w �dd fla w O~ t7 S 5, O 0 JB 20 30 .IL 40 co 0 d 50 60 7B 80 90 18B Standard Penetration Resistance 1140 Ib. weight, 30" than/ Blows per foot 0 ?It 411 60 20 40 60 • lc Water content PROPOSED DEPARTMENT STORE :sS SOUTH CENTER SHOPPING CENTER LOG OF DOR INC C-2 W-(PI 77- 02 AU1. 1988 V4977-01 1 SHANNON & WILSON.INe. 1 _ SOIL DESCRIPTION Surface Elevation:. 24.9 ft. Nerd, dig -tor -tad laminated lagers of grog and 1Ltroan SILL dry attt% a trace of gravel end r weenies. Soil breaks •1 ong f I ssures. w 0 Batton of Boring Boring Coryplated 6-388 LEGEND = 2" O.D. split spoon sample 11 3" 0.0. thin -wall sample 'Semple not recovered Atterberg Limits: t—----• - Liquid limit \\-- Natural water content Plastic lirnit 100 303 Impervious` seal Q Wete►'iev.J Petomata► tip Sample pushed AUG. 1988 w 0 p 1 Ilf 0 1214 130 140 ISO 160 171 100 190 200 Standard Penetration Resistance I140 lb. weight, 30" drop) AL Blows per foot 28 41 60 26 411 It Water content 60 PROPOSED DEPARTMENT STORE #5 SOUTH CENTER SHOPPING CENTER LOG OF BORING C-2 W-yi77 - 02 V4977-01 NOTE; The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. SHANNON & WILSON, INC.' Geotechnica) Consultants 1':f SOIL DESCRIPTION Surface E levation: 24.9 ft. Rsphalt et surface, underlaid by gravel. Layered, dense, blue -gray, %nig lino SAND, and very stiff yellow -brown, fine sandy SIM moist, to dry with fine gravel and organics. Medium stiff, gray to brown, Iaysrad fin. sandy SILT, and PEAT, moist, with some clay. Salt of law plasticity end 1 tvary *axiur-.. Sodium dense, gray, fine to coarse sandy, fine to coarse GRAVEL, wit w l th son. silt. Dense to very dense, bluer -gray, fine to coarse sandy, fine GRAVEL. vet, with some silt. Medluw dens., grey, silty fin. SAND, wit. with soma organics. Very dens., gray to y.11ov-brown. silty fin. SAND, wet with some coarse gravel and iron oxide stilts. 511t forming In podcs's. Hard, gray to brown, dia4cr^t.d lawtnstwd )sayers of fine sandy SILT, dry with saw. $I1t in pockets. Bottom of Boring Boring Completed 7-1-88 o. 14 55 61 71 11 31 4= TJE 5I `E 8Z 31 IBM 11 = 121 13= 14T 151 16= 17= 16= 19= StandardPenetration Resistance CIAO Ib. weight, 30" drop) A Blows per loot 21 40 65 SO - 60 7E BO .. 100 ,. .•.... • `11 a' '--ems :::•. • • 511/ .5" ,,...tar► • LEGEND 12". O.D. split spoon sample It 3" O.D. thin.wail sample `Sample not recovered Attsrberp Limits: F.-0-1-4— Liquid limit Neturs! water content Plastic limit impervious seal Q Water level Piet amities tip Sample pushed AU6 1986 B 2!! 41 BB' • X Water content PROPOSED DEPARTMENT STORE *5 SOUTH CENTER SHOPPING CENTER LOG OF DURING C-3 W- LI1497� - Q2 NOTE; The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. SHANNON & WILSON, INC.T vie, 4 e ota ch n Ica l Consultants SOIL DESCRIPTION Surface E ievation: 27.B ft• Asphalt at surface, underlaid by gravel. Layered blu -gray to brown, medium denser silty fine SAND, and stiff to very stiff, sandy SILT •to clayey SILT, dry to moist, with organics and silt forming In pockets. WILL/ Medium stiff, blue -gray to brown, slightly clayey SILT, vet with organics and shells. Silt of low plasticity and livery texture. Very sof-t. b)tre--gravy 4o brovn, clayey -SILT do silty-t1RY, v lith shells and organics. Medium dense, gray medium to coarse► sandy fine GRAVEL, vet with some shal l s, and a trace of silt. Dense, gray, medium to coarse sandy fine GRAVEL, vet vlth some silt end shells. Very dense, gray, medium to coarse sandy fine GRAVEL, va-t vlth sona silt and organics. (lard, orange -brown. fine Candy SILT, dry to solst, vtth a trace of fine grovel and organ, co. Boring Completed 6-29-B8 Optima of poring 2 O.D. split spoon sample n 3" 0.0. thin•wail sample *Sample not recovered Atterberg Limits: I— --t +- Liquid limit LEGEND Natural water content Plastic limit a w 0 0 I 35 4S 50 65 75 97.6 w r 71 3= 4= BM 91 IBM 11 = 121 131 14_ 16= 17= 19= Impervious seal Water Level Pie:ometer tip Sample pushed NO7E; The stratification lines represent the approximate boundaries betwren soil typal and the transition may be gradual. Mg 3988 cr C> H Icy 0 co co tu) zr w 0 Standard Penetration Resistance (140 lb. weight, 30" drop) t Blows per foot 0 20 4s 30 40 70 - 90 180 3 60 If SI/ 2' • 1,,,-A --?-♦ 1. �1 1B/4" --t'-♦ I • 4}J • % Water content b PROPOSED DEPARTMENT STORE st SOUTNOENTER SHOPPING CENTER LOG OF BORING C-4 W—`i`` 77-04 V4977.01 SHANNON & WILSON, INC. ....e aw a.._,....__ SOIL DESCRIPTION Surface Elevation: 27.D' f'I. Asphalt al surface, underlaid by gravel. Layered, medium dens., brown to prey, silty fin. SAND, end very :Jiff, Clayey SILL vlih some coarse sand and fins gravel. Moist io dry. WILL) Soft, layered. blue -gray to dads brown ciaye SILT, and SILTY -PERT, wolsi io dry. V(th soma grave) end organics. Medium stiff, grey, clayey SiLi,'viih some fine send and gravel, moist, vlth orgencts and shells. M.dlue dense to dense, gray, floe io coarse sandy, coarse 4IAVEL vet, v Iih some s 1 •t and a trace of sh.) )s. Very dense brow►-q-ey, s)tghily silty, fine io teedluw, SAND, molsi, Hard, blue -grey lay) )nv-brawn, fine to medium sandy SILT, waist to dry, vlfh some floe gravel. 1 Hard, block, fine randy, ci syey SILT, dry, poor grad. 'ltpnl ., (swell purple iemm 4e of volcanic ash). 8atfaw of Boring Completed7-5-ee Z 2" 0.D. split spoon sample 3" 0.13. thin -wall sample LEGEND 'Sample not recovered A Herbert/ Limits: i'—S -i-.-- Liquid limit Natural water coolant \\___ Plastic limit w W O )1 21 31 10 41 5 Si 30 wa. 4 a 0 a v 30 d tri rn 40 ` 40 0 ?B 38 A 70 91 11z 121 13= IS= 16= 17= )tt 90 19= 97. S Impervious seal 2 water level Piszamtter tip Sample pushed NOTE; The stratification hoot represent the app►oxir»ata boundaries between soil types and the transition maybe siraduaL 50 60 70 _'.. 300 Standard Penetration Resistance (140 ►b. weight, 30" drop) • plows per foot 0 2D 4D 60 ' SSP/ 4` • % Water content PROPOSED DEPARTMENT STORE It SOUTH CENTER SHOPPING CENTE LOG OF BORING ,-+ C-5 Alit. 19t3t1 W_ 177- 4 V4977-D1 SHANNON & WJLSON, INC. _. _ Ae SHANNON6VVILSON, INC. APPENDIX IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONIYIENTAL REPORT 21-1-21966-001 I IISHANNON & WILSON, INC. Attachment to and part of Report 21-t-21966•00I Geotechnical and Environmental Consultants Date: July 23, 2014 To: Mr. George Opack O&L Architects IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking Lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (I) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result ofnatural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions connnonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy ofa geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFfSSIONALJUDGMENTSS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1/2014 A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actualconditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable reconunendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnicaVenvironmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS ANDIOR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring tog or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates their from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environrnental engineering is based extensively on judgment and opinion, it is far less exact thanother design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants havedeveloped a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read theirs closely. Your consultant will be pleased to give fill/ and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFElAssociation of Engineering Firnis Practicing in the Geosciences, Silver Spring, Maryland Page2of2 1/2014 (Itot4.4r TRANSMITTAL No 14-SP034-0007 Ufa ANDERSEN Andersen Construction Company 6712 N. Cutter Circle PO Box 6712 Portland OR 97217 us PROJECT: Westfield Round 1 TO: Westfield, LLC 2800 Southcenter Mall Tukwila WA 98188 us ATTN: Sam Ponce DATE: 11/12/2014 RE: 3.03-Micropiles JOB: 14-SP034 WE ARE SENDING Shop Drawings SUBMITTED FOR: .,/ Approval ACTION TAKEN: Approved as Submitted Letter ' ' Your Use Approved as Noted Prints ,/ As Requested , Returned After Loan Change Order i Review and Comment j Resubmit Plans Submit Samples SENT VIA: Returned Specifications j'Attached Separate Cover Returned for Corrections ,/ Other: Micropile Design Submittal SHOP DRAWNU R „/ Due Date: 11/14/2014 Submittal: Other: Line Item 1 Submittal Package 3.03 AND RESUBINT 0REX SUBMITTAL WAS REVIEWED FOR DEMON CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS FOR CONFRINNG AND AT JOB SITES FOR TOLERANCES, CLEARANCES, QUPJ4T$T1ES, FABRICATION PROCESSES AND TEAS OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES AND FULL COMPUANCE WITH THE CONTRACT DOCUMENTS. DA1t) ANF & ASSOCIATES iptian Iles Status Open A separate response to RFI #0009 regarding the tesfing procedure for the mircropiles will be provided shortly. This submittal is for approval of the micropile locations, depths and loads so the materials can be ordered. REMARKS: The revised micropile submittal is attached including the added micropile per Bulletin 1A at the NW corner of the freight elevator. DBM will provid Andersen with cost impacts for this added pile, but it is essential that this design be approved as soon as possible to secure materials for the pile and stay on schedule. CC: Andersen Construction 900 Papier Pi S Seattle, WA 98144 ANDERSEN REVIEWED FOR GENERAL CONFORMITY WITH CONTRACT DOCUMENTS. SUBCONTRACTOR IS RESPONSIBLE FOR ALL QUANTITIES, DIMENSIONS, JOINERY, AND COMPLETE COMPLIANCE WITH CONTR DOCUMENTS. APPROVED REVISE & REJECTED AS NOTED RESUBMIT By 1-30m;• Wiicox SUBMITTAL# DATE '14 SPEC N'A RECEIVED CITY OF TUKWILA JAN 0 8 2015 PERMIT CENTER Signed: '111-1%-- le h Brent Wilcox ROUND 1 - SOUTHCENTER MALL Micropile Installation & Material Notes General 1. The general contractor is responsible for field verifying all existing dimensions and site conditions. The general contractor is responsible for determining actual locations of all existing utilities shown on the plans and those utilities or underground obstructions not shown on the plans. The general contractor is responsible for removal of all abandoned utilities. or other underground obstructions that interfere with the new construction. 2. The general contractor is responsible for laying out the locations of the microplles and coordinating these locations with existing utilities and other structures. DBM shall arrange "Call Before You Dig" services prior to start of micropile Installation. Micropile Des tgn Calculations 1. Micropile design calculations are contained in the design report titled "Micropile Foundation Calculations" dated November 12, 2014. Micropile Installation Procedure 1. Advance a 5.5-inch diameter drill casing to full pile depth utilizing rotary or rotary percussive drilling techniques with air and / or water as a flush medium to remove the drill cuttings from the hole. 2. Place reinforcing threadbar with centralizers. 3. Tremie casing full with neat cement grout. As an altemative the threadbar can be placed after filling the hole with grout. 4. Extract the casing to 5' above the top of the bond length, placing additional grout to top off the casing periodically during extraction. After extractions, reinsert the casing to the bottom of casing depth as shown on the plans. During the extraction and reinsertion process, stop a minimum of two times and apply a max pressure to the grout of approximately 75 psi. The first pressure grout shall occur approximately half -way up the bond zone, and the second shall occur at the top of the bond zone with the casing to its final position. 5. As an option, place a secondary postgrout tube in the pile during initial grouting, and inject high pressure secondary grout the day following placement of the primary grout. 6. Place top plate with hex nuts after initial set of pile grout. Cast pile top into the new footing. 7. The quality of the grout shall be monitored by measuring the specific gravity a minimum of twice per day of pile installation to verify the water / cement ratio. 8. Consistency of pile installation shall be monitored and recorded on the micropile installation log form. Monitored and recorded data shall include total pile depth, grout quantities, soils encountered during Installation, and any obstructions or Irregularities. Pile Load Testing One verification load test shall be completed loading the pile in tension to 200% of the design load. Testing shall be completed per the test program procedure submittal. The test micropile will be chosen from micropites MP1 through MP6, pending resolution of RFI 0009. Material Specifications 1. Grout — A neat mix of Portland Cement (Type I/II) conforming to ASTM C150 with a water cement ratio of approximately 0.45 (5 gallons water per 94 lb sack of cement). The minimum 28-day compressive strength of the grout shall be 4,000 psi. Sample compressive strength test results for this grout type from a previous project is included in this submittal. 2. Reinforcing Bar - The reinforcing bar shall be grade 75 threadbar conforming to ASTM A-615. 3. Casing - The permanent steel casing size shall, at a minimum, meet the outside diameter and wall thickness dimensions as shown on the plans. The casing steel shall be API N80 mill secondary material with a minimum yield strength of 80 ksi, verified by tensile testing a minimum of two coupon samples per truckload of casing. 4. Plate - Steel plate for the pile to grade beam connection shall conform to ASTM A36. DIC../4-31101 DBM Contractors, Inc. 1220 S. 35801 St, Federal Way, WA 98003 P: 253.838.1402 F: 253.874.6574 PROJECT: ROUND 1 — SOUTHCENTER MALL SHEET TITLE: GENERAL NOTES DATE: SCALE: DRAWN' CHECKED: REVISION: 11-12-14 NTS TK PG SHEET 1 OF 3 MP3 4A ' rOYIMQM Disci A I MP8; - fP MP13I MP11 Micropile Schedule Pile ID Load (kips) Total Pile Depth (ft) Cased Length (ft) Bond Length (ft) MP1 30 58 40 18 MP2 45 58 40 18 MP3 60 62 40 22 MP4 50 62 40 22 MP5 45 58 40 18 MP6 61 62 40 22 MP7 88 69 40 29 MP8 85 69 40 29 MP9 85 69 40 29 MP10 85 69 40 29 MP11 85 69 40 29 MP12 100 69 40 29 MP13 100 69 40 29 Micropile bar. #14 Gr. 75 Micropile casing: 5.5" OD x 0.415' wall thickness Bearing Plate: 10" x 10" x 1", Gr A36 ' St• t .M; MA F7; S75 ;M MI PARTIN. Fgt6DION PLAN OBM Contractors, Inc. 1220 S. 35881 St., Fedora) Way, WA 98003 P: 253.838.1402 F: 253.874.6574 PROJECT: ROUND 1 - SOUTHCENTER MALL SHEET TITLE: MICROPILE PLAN AND SCHEDULE DATE: 11-12-14 SCALE: NTS DRAWN: TK CHECKED: PG REVISION: SHEET 2 OF 3 M 40' Cased Length II Bond Length Per Sc1educe See Sheet 2 5.5" OD Casing 0.415" Min. Wall Thickness 5' --- 814 Threadbar, Gr. 75 PVC Centralizer 5'-0" from Top and Bottom of Bond Zone and at Max 10' Spacing Micropile Profile PL 10"x 10"x 1"Gr. A36 w/ Top Hex Nut New Footing -- Detail - Micropile Connection to Footing 2'_0" Bottom of PL to Top 0f Footing Per ST2 6" Bottom of PL to Bottom of Ftg Per 215297 DC DBM Contractors, Inc. 1220 S. 3561h St, Federal Way, WA 98003 0: 253.838.1402 F: 253.874.6574 PROJECT: ROUND 1 — SOUTHCENTER MALL SHEET TITLE: MICROPILE PROFILE AND DETAILS DATE: 11-12-14 SCALE: NTS DRAWN: TK CHECKED: PG REVISION: SHEET 3 OF 3 Micropile Foundation Calculations Project: Round One Southcenter Mall - Micropiles Date: November 12, 2014 Prepared By: DBM Contractors, Inc. Design Narrative Reference Documents: • Structural drawing sheet ST1 dated September 19, 2014 • Structural drawing sheet ST5 dated November 10, 2014 • Structural drawing sheet 51.1 dated November 10, 2014 • "Geotechnical Report — New Mervyn's Department Store," prepared by S&W, Inc., dated September 1991 • "Geotechnical Report Addendum — Renovation at Former Mervyn's Department Store," prepared by S&W, Inc., dated July 23, 2014 The structural drawings call for (13-ea) micropiles with allowable design loads of 30 to 100 kips compression. The micropiles were designed using the allowable stress design method outlined in the Federal Highway Administration document FHWA NHI-05-039 dated December 2005. The allowable stress levels used were based on values from the 2012 IBC. For the structural (cross-section) design of the micropiles, we used a pile consisting of a grade 75 threadbar in a 5.5-inch diameter hole filled with 4 ksi grout. A 5.5-inch diameter casing will be left in place for the top 40 feet of the micropile per the geotechnical recommendations. The top plate was designed based on the bearing capacity of the footing concrete. The design of the pile caps and location of the plate within the pile caps is to be designed by others (reference structural drawing sheet ST2). The geotechnical report recommends starting the bond zone of the micropile at 40 feet below the bottom of pile cap. At this depth, the soil profile consists of 20 feet of medium dense to dense silty sand and gravel that is underlain by very dense silty sand and hard sandy silt. We assumed allowable bond strengths in these layers of 3 kips/foot and 4.5 kips/foot, respectively. One production micropile will be installed and verification tested in tension to 200% of the maximum design Toad. We will use a #14 Gr. 75 bar for this micropile (max allowable test Toad = 152 kips). The test micropile will be selected from micropiles MP1 through MP6, which will have a maximum potential test load of 2 x 61 kips = 122 kips. r e Ot i e. r , Fecktal V14), WA 98003 .1402 Vex: 253.M74.6574 DATE: tr /rz/,q n Andersen Construction Company 6712 N. Cutter Circle PO Box 6712 Portland OR 97217 us TRANSMITTAL No, 14-SP034-0010 NA DERSE CONWTRUC11I)N COMPANY PROJECT: Westfield Round 1 TO: Westfield, LLC 2800 Southcenter Mall Tukwila WA 98188 US ATTN: Sam Ponce DATE: 11/19/2014 RE: 3.05-Micropile Testing JOB: 14 SP034 WE ARE SENDING: Shop Drawings SUBMITTED FOR: ,j] Approval ACTION TAKEN: 1 Approved as Submitted _ Letter j 7, Your Use 1 f Approved as Noted L Prints L As Requested L1 Returned After Loan _1 Change Order _ Review and Comment _ Resubmit I Plans Submit Il Samples f Specifications SENT VIA: ,/Attached _Separate Cover 1 Returned J Returned for Corrections L,/ Other: Micropile Test Procedure C,� Due Date: 11/26/2014 Submittal: I _i Other: Line Rem Package Code Rev. Qty Date Description Status 1 Submittal 3.05 3.05 1 11/19/2014 Micropile Testing Open REMARKS: Per the response to RFI #0009, attached is the micropile test procedure submittal including details tor the test sequence and locations. CC: Signed: Brent Wilcox DBM Contractors, Inc. 1220 S. 356th, P.O. Box 6139 Federal Way, WA 98063 Tel: (253) 838-1402 Fax: (253) 874-6574 www.dbmcontractors.com To: Ted Clevenger Andersen Construction Company tclevenger@andersen-const.com LETTER OF TRANSMITTAL DATE 11/18/14 JOB NO. 440-15 ATTENTION Ted Clevenger RE Micropile Designs Submittal GENTLEMEN: WE ARE SENDING YOU: ❑ Attached ❑ Under Separate Cover Via the following items: ® Shop Drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of Letter ❑ Change Order ❑ COPIES DATE NO. DESCRIPTION 1 11/18 Micropile Test Setup Detail THESE ARE TRANSMII'1'ED as checked below: ® For Approval ❑ Approved as Submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Resubmit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE , 19 . ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS: COPY TO: SIGNED: Dwain Friedlander Vertficayon Test Notes: • Micropile MP5 shall be tested to a load of 122-kips (200% x 61-kips). The depth of MP4 & MP5 shall be increased to 62-feet to accommodate the testing. The MP4 #14 reinforcing bar shall be extended up for attachment to the water, and shall be corrosion protected with epoxy coating as it will be acting temporarily in tension. • A sacrificial reaction tiedown anchor shall be installed to support one end of the test waler. This tiedown anchor shall reinforced with a #14 threadbar and shall be installed in the same manner and to the same depth as MP4 & 5. • A minimum of 4-days grout cure time shall be allowed between Installation of pile MP5 and completion of the test. • The test loading shall be applied using a hydraulic jack. Magnitude of the applied load shall be determined using the jack to pressure gage calibration data. • Displacement of the test pile top shall be measured using 3-each dial gages. The gages will be equally spaced around and out from the pile top. Displacement of the bar for pile MP4 shall also be measured during testing using a single dial gage. • The sacrificial anchor shall be cut off at or below slab elevation following completion of the test. • Verification test sequence shall be similar to Table 7-1 of the FHWA Micropile Design & Construction Manual (FHWA NHI-05- 039). A report of the results shall be submitted following completion of the results. SHOP DRAWING / SUBMITTAL REVIEW X] NO EXCEPTION TAKEN ❑ MAKE CORRECTIONS AS NOTED Q REVISE AND RESUBMIT ❑ REJECTED smarm. MS REVIEWED FOR DESIGN CONFORMITY GENERAL CorfIDRIMNCE TO CONTRACT DOCUMENTS ONLY, THE CONTRACTOR RESPONSBLE FOR CONFIRMING AND CORRElJ1TW6 DIVENS4ONS AT JOB SITES FOR TOLERANCES. CLEARANCES, QUANTITIES, FABRICATION PROCESSES AND TECHMUOUES OF CONSTRUCTION. COORDSNATK1N OF HIS WORK WITH OTHER TRADES AND FULL COMPLANCE WITH THE CONTRACT DOCUMENTS. DY aATE 12-19-14 ANF & ASSOCIATES Tint 13C.'11 Southcenter Round One Micropile Compression Test Notes DRAWN By PATE PBG 11l172014 SCALE NTS SHEET 7'-10" • ST2 { Hs's iS4x 1 /4 STRI ,. J ST2 sacrificial Reaction Anchor 25'-3" N)3'-0"FQ.2'417:6 OVER 10 0 MICRO _r L ICK PILE CAP ILE W/TL=45KIP PILE DEPTH= 8' IN. 4- (N)3'-0"SQ.x21'-6'fTHICK PILE CAP MICROPILC TYIP. OF 4 SHOP DRAWING / SUBMITTAL REVIEW N (X NO EXCEPTION TAKEN 0 MANE CORRECTIONS AS NOTED 0 REVISE AND RESUBMIT 0 REJECTED' SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCIArcNTSONLY. THE CGNTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DOENSIDNS AT JOB SITES FOR TOLERANCES, CLEARANCES. QUANTITIES. FABRICATION PROCESSES AD TECHNIQUES OF CONSTRUCTION. COORDINATION OF HIS WORN WITH OTHER TRADES AND FULL COAWLUNCE WITH THE CONTRACT DOCUMENTS. BY DY DATE 12-18-14 ANF & ASSOCIATES r Southcenter Round One Micropile Compression Test Layout DRAWN BY L PBG BATE 11/172014 SCALE NTS SHEET z Small X-beams APPROX APPROX 6' dial gages Hydraulic jack Micropile MP4 u W21 double beam waler Micropile MP5 Sacrificial Reaction Anchor Timber Cribbing SHOP DRAWING / SUBMITTAL REVIEW jia NO EXCEPTION TAKEN D MAKE CORRECTIONS AS NOTED REVISE AND RESUBMIT 0 REJECTED: SUBMITTAL VMS REVIEWED FOR DESIGN CONFORMMTYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR NS RESPCNNSLE FOR CONFIRMING AND CORRELATING DIMENSIONS At JOB SITES FOR TOLERANCES. CLEARANCES, QUANTITIES. FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION. COORDINATION OF HIS WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS. BY DY 12-18-14 DATE ANF & ASSOCIATES TITLE c Southcenter Round One Micropile Compression Test Detail DRAWN BY DATE PSG SCALE NTS 1 vm2014 SHEET 3 TRANSMITTAL No 14-SP034-0003 Niff 1414 ANDERSEN t, ,,YI1111,1 ¢1�h1`IV5 Andersen Construction Company 6712 N. Cutter Circle PO Box 6712 Portland OR 97217 us PROJECT: Westfield Round 1 TO: Westfield, LLC 2800 Southcenter Mall Tukwila WA 98188 US ATTN: Sam Ponce DATE: 11/04/2014 RE: 3.02-Concrete for all Pits JOB: 14-S P034 WE ARE SENDING: Shop Drawings SUBMITTED FOR: j Approval ACTION TAKEN: Approved as Submitted Letter Your Use Approved as Noted Prints As Requested Returned After Loan Change Order Review and Comment Resubmit Plans Submit Samples SENT VIA: ,/Attached Separate Cover Returned „/', Specifications Returned for Corrections ,/ Other: Waterproofing Mixutre for Pits ,/ Due Date: 11/11/2014 Submittal: Other: Line Item 1 Submittal Package 3.02 Code 3.02 Rev. Qty Date 1 Description 11/04/2014 Concrete for Pits Status Open REMARKS: Attached is the concrete mix design complete with the waterproofing admixture Andersen intends to use for all pits at Round 1. We are submitting the attached as a substitute for the Crystalline waterproofing called for in the drawings, based on recommendations of our concrete specialists. Included in this submittal is the product data and samples of the waterstop product per the specifications. Please advise if this waterproof admixture and concrete mix is approved for use in all escalator and elevator pits. A separate submittal/mix design will be provided for all other concrete slab work. CC: Andersen Construction 900 Poplar PI S Seattle, WA 98144 ANDERSEN REVIEWED FOR GENERAL CONFORMITY WITH CONTRACT !DOCUMENTS. SUBCONTRACTOR IS RESPONSIBLE FOR ALL QUANTITIES DIMENSIONS JOINERY,. AND COMPLETE COMPLIANCE. WITH CONTRACT DOCUMENTS, APPROVED REVISE & REJECTED AS NOTED RESUBMIT ;a:,raN DATE 112°1 SUBMITTAL# :F. SPEC 033e0 1"ii4Q191, RECEIVED CITY OF TUKWILA JAN 0 8 2015 PERMIT CENTER Signed: :ALPORTLAND 5975 East Marginal Way Seattle, WA 94134 P O. 3coi 1730 Seattle, WA 98111 Telephone (200 764.3000 Technical Seryicei (206) 764-3029 Fa, NU(1, hers: Corporate 12136) 764-3032 Sale (206).764-3014 C redit 12.06) 764-3012 Warehouse (206) 762-3077 Cement Terminal (206) 764-3176 Contractor: Andersen Construction Mix Design No. 3300 Project: South Center Plant No. 250-255-272 Date: October 27, 2014 28 Day Strength 4000 PSI Notes: Elevator Pit- 12 Ibs of Rheomix 300 D (now called Masterlife300D) waterproofing admixture to be added at contractors request when placing order with dispatch. Cementitious Materials Cement Fine Aggregate Building Sand-WSDOT Class 2 Coarse Aggregate AASHTO #57 Water (Maximum) Entrapped/Entrained Air % +/-1.5% SPECIFIC POUNDS SATURATED ABSOLUTE GRAVITY SURFACE DRY (SSD) VOLUME 3.15 564 2 87 2.65 1330 8.04 1.00 256 4 10 W/C+P Ratio = 0.45 Mix Design Density 151.37 SCM'Yo 1.5 0.405 4090 27.02 Additives Manufacturer Est. Dosage Range Notes: Target Slump (+/-1") 4 :ALPORTLAND 2 Inch 1-1/2 Inch 1 Inch 3/4 Inch 1/2 Inch 3/8 Inch No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 Building Sand 100 100 100 100 100 100 100 88 70 47 17 5 1.5 Mix Design No. 597S Eat Marginal Way Seattie, WA 98134 P 0 5co, 1730 5edT1le. WA 9S111 letephone (20E) 764-3000 Technical Service% (206) 764-3029 3300 1" 100 100 98 87 44 22 2 0.4 0.4 0.4 0.4 (1.4 Fax NUIT bers: Corporate (206) 764-3012 Saes (206) 764...3014 Credit (206) 764-3012 Warehouse i206) 762-3077 Cernent Terminal (206) 764-7176 Combined Gradation 100.0 100.0 98.8 92.3 66.8 53.7 41.9 36.0 28.7 19.4 7.2 2.3 0.8 Fineness Modulus Source Absorption % of Total Aggregate 2.73 B-335 2.10 41 8.87 B-335 1.12 59 :ALPORTLAND Contractor: Project: Date: Notes: Andersen Construction South Center October 27, 2014 5975 East Marginal Way 5 Seattle, WA 98134 PC 3ox 1710 Seattle, WA 98111 Telephone (20E) 764-3000 Technical Services (206) 764-3029 Mix Design No. Plant No. 28 Day Strength Fax Numbers: Corporate f206) 764-.3012 Sale, (206) 764-3014 Credit 1206) 764-3012 Warehoule c206q 762-3077 Cement Terminal (206) 764-7176 3300 282-291 4000 PSI Elevator Pit- 12 Ibs of Rheomix 300 D (now called Masterlife300D) waterproofing admixture to be added at contractors request when placing order with dispatch. Cementitious Materials Cement Fine Aggregate Building Sand-WSDOT Class 2 Coarse Aggregate AASHTO #57 Water (Maximum) Entrapped/Entrained Air % +/-1.5% SPECIFIC POUNDS SATURATED GRAVITY SURFACE DRY (SSD1 3,15 564 2.69 1350 1.00 W/C+P Ratio = 0.46 Mix Design Density 153.49 SCM % ABSOLUTE VOLUME 2 87 8.04 1980 11.58 260 4.17 1.5 0.405 4154 27.06 Target Slump (+/-1") 4 Additives Manufacturer Est. Dosage Range Notes: :ALPORTLAND 2 Inch 1-1/2 Inch 1 inch 3/4 Inch 1/2 Inch 3/8 Inch No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 Building Sand 100 100 100 100 100 100 99.65 87.8 63.29 40.52 14.29 3.64 0.38 Mix Design No. 5975 East Marginal Way S WA 981.34 30.3ox 173IT Seattle, WA. 98111 Telephone (20E) 764-3000 Technic& Services (206) 764-3029 3300 1" 100 100 98.1 90.11 41.1 19.98 2.16 0.54 0.27 Fax Numbers: Corporate (2051 7643012 Salo!. (2061754-3014 Credit(206) 764-3012 Warehouse (206) 762-3077 Cement Terminal (2060 764-7175 Combined Gradation 100.0 100.0 98.9 94.1 65.0 52.4 41.7 35.9 25.7 16.4 5.8 1.5 0.3 Fineness Modulus Source Absorption % of Total Aggregate 2.91 PS-X-125 1.57 41 0.87 PS-X-125 1.22 59 :ALPORTLAND 5975 East Marginal Way S. Seattle, WA 98134 P0 3ox 173C Seattle, INA 98111 Telephone (20E) 764-3000 Technical Services (206)764-3029 CalPortland inc. Concrete Cylinder Report Fax Numbers: Corporate f 20E; 764-31)12 &Iles (zoe,) 764-3014 Credit 2061 764-3012 Warehouse (206) 762-3077 Cement Terminal (2126) 764-7176 DATE MIX PLANT TICKET LOAD SIZE LAB CONC AIR SLUMP 3 DAY 7 DAY 28 DAY 56 DAY AIR % TEMP TEMP AVG AVG AVG AVG 29 Sep-09 20-Oct-09 1-Apr-10 21-Apr-10 11-May-10 1-Jun-10 9-Jul- 10 23-Jul-10 30-Jul-10 16-Mar-11 28-Apr-11 14-Sep-II 7-Oct-11 9-Dec-11 19-Jul-12 23-1u1-12 11-Mar-13 25-Mar-13 IS-Jul-13 15-Jul-13 25-Jul-13 26-Sep-13 16-Dec-13 3-Jan-14 13-Jan-14 20-Jan-14 22-Jan 14 24-Jan-14 21-Feb-14 13-Mar-14 3300 282 3300 255 3300 282 3300 250 3300 255 3300 282 3300 282 3300 282 3300 282 3300 282 3300 255 3300 255 3300 261 3300 282 3300 261 3300 261 3300 282 3300 778 3300 3300 3300 262 3300 261 3300 3300 282 3300 3300 282 3300 3300 260 3300 282 3300 282 289941 10 RICK H. 70 57 4 292848 10 SCHRADER 64 46 4.5 314927 10 DICK M. 70 45 4 317712 10 QUIRING 57 70 3 316322 10 T10036 64 55 5 323411 10 DUSTY J. 64 55 5 329685 10 DICK M. 81 70 4.5 332185 10 RICK H. 79 /2 45 5 333451 10 BRAIN R, 64 55 379195 10 PAULY 64 52 .5 393104 10 PAULY 59 64 5 452863 10 SIMMONS 73 59 5 450619 10 COOK 81 72 5 482623 10 SIMMONS 55 66 4 582609 10 BASTIAN 72 - 57 3.5 584492 10 BASTIAN 77 66 3 5 694154 10 JARBEAU 63 50 4.5 311493 10 63 41 5 445958 10 64 64 4 4459858 10 64 64 4 766230 10 COOK 86 77 6 499908 10 COOK 72 61 5 847826 10 OTTO ROS 70 46 4 552609 10 HINDS 64 34 6 858941 10 OTTO 59 46 8 862795 10 KRAZAN 63 37 3.75 864189 10 OTTO 63 45 10 866092 10 KRAZAN 64 45 5 878829 10 MERCER 63 43 5 888738 10 MERCER 63 45 4 5370 7183 6340 7680 4670 5497 5590 7803 4930 6857 5180 7100 4580 6327 5120 7473 4810 6750 6030 7887 3890 5460 4230 6580 4670 6253 4590 6887 4770 6117 5210 5970 5770 5620 5620 3970 5760 6080 4130 5210 5160 5330 4660 4540 5460 7107 7277 7110 6673 6673 5223 6737 7887 6415 6827 6900 6833 6567 6293 6973 5730 1.34 X SD = 890 (2.33 X SD) 500= 1.048 MEAN SD # OF TESTS 5109 647 30 6778 665 30 CALPO TLAND Certificate of Analysis 5900 W Marginal Way So. Seattle, WA 98106 Ph» 206 764-3075 Pt 206 764-7176 Source : Ssangyong, So Korea We hearby certify that CalPortland (Lot # I4-265) Type 1/11 Low Alkali cement meets the standard requirements of ASTM C 150 for Type 1 and Type 11 low alkali cement. Addition ally CalPortland Type I/11 Low Alkali cement meets the requirements otAASHTO M-85 for Typc I cement. Following are the chemical and physical testing results of this cement. ASTM C-150 requirements Chemical Requirements Additional Lot# 14-265 Mount Rainer Type 1 Type 11 Results Data Requirements Requirements Limestone Silicon dioxide (SiO2) --- 20.2 7.8 Aluminum oxide (A1203), max. % 6.0 4.6 2.7 Ferric oxide (Fe2O3), max. % (Note 1) 6.0 3.1 12.0 Calcium Oxide (CaO) 63.1 46.4 Magnesium oxide (MgO), max. % 6.0 6.0 3.3 2.9 Sulfur trioxide (S03), max. % 3.0 3.0 2.9 0.0 Loss on ignition, max. "An 3,0 3.0 1.5 Insoluble residue, max. % 0.75 0.75 0.20 Base Alkalies (Na20+0.658 K20), max. % 0.60 0.60 0.51 Cement Tricalcium silicate (C3S) % 57 58 Dicalcium Silicate (C2S) % --- 15 15 Tricalcium aluminate (C3A), max. % 8 7 7 Tetracalcium aluminofenite (C4AF) % 9 9 %CO2 1.0 %CaCO3 in limestone min. 70 70 87 %Limestone max. 5.0 5.0 2.7 Physical Requirements Air content of mortar, relax. % 12 12 6 Passing 45 urn (#325) sieve % 98 Blaine Fineness, min m2/kg 260 260 411 Autoclave expansion, max. %, 0.80 0.80 0.06 Compressive strength psi, Mpa, min. 1 Day psi 2360 psi Mpa --- 16.3 Mpa 3 Day psi 1740 1450 3995 psi Mpa 12 10 27.5 Mpa 7 Day psi 2760 2470 psi Mpa 19 17 Mpa 28 Day psi 10/14 psi Mpa #VALUE! Mpa Vicat set in minutes 45 to 375 45 to 375 120 Note 1: ASTM C I50. Table I. Note B. Does not apply when die optional sultate resistance liner in Table 4 is specified Date September 22, 2014 -Technical Services i±Flanager DBASF The Chemical Company 3 03 30 00 Cast -in -Place Concrete 7 03 40 00 Precast Concrete 07 16 16 Crystalline Waterproofing MasterLife® 300D Crystalline Capillary Waterproofing Admixture Formerly Rheomac 300D* Description MasterLife 300D admixture is an integral crystalline capillary waterproofing admixture for concrete. It is designed for use in above- and below -grade applications. A red -pigmented version of MasterLife 300D admixture is also available. Applications Recommended for use in: ■ Foundations ■ Sewage and water treatment plants • Tanks • Underground vaults • Tunnel and subway systems • Water reservoirs • Secondary containment structures • Parking structures ■ Precast components • Swimming pools Features • Crystalline cementitious material • Integral addition • Reduces concrete permeability • Allows concrete to breathe Benefits • Reduces penetration of water and other liquids • Seals hairline cracks • Resists positive and negative side hydrostatic pressure • Protects against sewage and industrial wastes Performance Characteristics Setting Time: MasterLife 300D admixture has little to no effect on concrete setting time within the recommended dosage range. Permeability: MasterLife 300D capillary waterproofing admixture is a portland cement -based crystalline cementitious material that reacts in concrete to form non -soluble crystalline hydration products in the capillary pores of the concrete. These crystalline hydration products effectively reduce the permeability of concrete thus reducing capillary absorption and the penetration of water and other liquids. Typical Data for MasterLife 300D admixture s 2% by mass of cement Performance characteristic Capillary Absorption Water Penetration Moisture Vapor Emission Rate Electrical Conductance Compressive Strength Performance relative to Test method untreated concrete mixture ASTM C 1585 43% reduction Modified DIN 1048 40% reduction ASTM F 1869 Same ASTM C 1202 Same ASTM C 39/C 39M 7% increase MASTER° »BUILDERS SOLUTIONS MasterLife 300D Technical Data Sheet Guidelines for Use Dosage: The dosage range for MasterLife 300D admixture is 2% to 2.5% by mass of cement. For most applications, the recommended optimum dosage of MasterLife 300D admixture is 2% by mass of cement. The dosage of the red -pigmented version of MasterLife 300D admixture is 2.5% by mass of cement. Dispensing and Mixing: MasterLife 300D admixture is batched at the concrete production plant in a manner similar to that for cement or other cementitious materials. It may be batched in either a central or truck mixer. Follow the procedures outlined in ASTM C 94/C 94M, Standard Specification for Ready - Mixed Concrete, for general batching and mixing instructions for concrete. Provide at least 5 minutes of mixing after the addition of MasterLife 300D admixture to ensure thorough and uniform distribution of the admixture in the concrete mixture. Product Notes Corrosivity - Non -Chloride, Non -Corrosive: MasterLife 300D admixture will neither initiate norpromote corrosion of reinforcing or prestressing steel embedded in concrete or of galvanized steel floor and roof systems. Neither calcium chloride nor other chloride -based ingredients are used in the manufacture of MasterLife 300D admixture. Compatibility: MasterLife 300D admixture can be used with portland cements approved under ASTM, AASHTO or CRD specifications. It is compatible with most concrete admixtures, including all BASF admixtures. MasterLife 300D admixture is recommended for use with high -range water -reducing admixtures, such as the MasterGlenium® series, for maximum workability while maintaining a low water-to-cementitious materials ratio. Storage and Handling MasterLife 300D admixture must be stored in a clean, dry area maintained at a minimum temperature of 45 F (7 C). MasterLife 300D admixture has a shelf life of one year when stored under recommended conditions. Packaging MasterLife 300D admixture is available in 12 Ib (5.5 kg) and 24 Ib (11 kg) shreddable bags, and in 48 Ib (22 kg) bags. The red -pigmented version of MasterLife 300D admixture is available in 15 Ib (7 kg) and 30 Ib (14 kg) shreddable bags. Related Documents Safety Data Sheet: MasterLife 300D admixture Additional Information For additional information on MasterLife 300D admixture or its use in developing concrete mixtures with special performance characteristics, contact your local sales representative. The Admixture Systems business of BASF's Construction Chemicals division is the leading provider of solutions that improve placement, pumping, finishing, appearance and performance characteristics of specialty concrete used in the ready -mixed, precast, manufactured concrete products, underground construction and paving markets. For over 100 years we have offered reliable products and innovative technologies, and through the Master Builders Solutions brand, we are connected globally with experts from many fields to provide sustainable solutions for the construction industry. BASF Corporation Admixtute Systems www.masterbuilders.com page 2 of 3 MasterLife 300D Technical Data Sheet Limited Warranty Notice BASF warrants this product to be free from manufacturing defects and to meet the technical properties on the current Technical Data Guide, if used as directed within shelf life. Satisfactory results depend not only on quality products but also upon many factors beyond our control. BASF MAKES NO OTHER WARRANTY OR GUARANTEE, EXPRESS OR IMPLIED, INCLUDING WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE WITH RESPECT TO ITS PRODUCTS. The sole and exclusive remedy of Purchaser for any claim concerning this product, including but not limited to, claims alleging breach of warranty, negligence, strict liability or otherwise, is shipment to purchaser of product equal to the amount of product that faits to meet this warranty or refund of the original purchase price of product that fails to meet this warranty, at the sole option of BASF. Any claims concerning this product must be received in writing within one (1) year from the date of shipment and any claims not presented within that period are waived by Purchaser. BASF WILL NOT BE RESPONSIBLE FOR ANY SPECIAL, INCIDENTAL, CONSEQUENTIAL (INCLUDING LOST PROFITS) OR PUNITIVE DAMAGES OF ANY KIND. Purchaser must determine the suitability of the products for the intended use and assumes all risks and liabilities in connection therewith. This information and all further technical advice are based on BASF's present knowledge and experience. However, BASF assumes no liability for providing such information and advice including the extent to which such information and advice may relate to existing third party intellectual property rights, especially patent rights, nor shall any legal relationship be created by or arise from the provision of such information and advice. BASF reserves the right to make any changes according to technological progress or further developments. The Purchaser of the Product(s) must test the product(s) for suitability for the intended application and purpose before proceeding with a full application of the product(s). Performance of the product described herein should be verified by testing and carried out by qualified experts. Rheomac 3000 became MasterLife 3000 under the Master Builders Solutions brand, effective January 1, 2014. r0 BASF Corporation 2014 is 01 /14 ■ OTH-DAT-0518 NSFJ BASF Corporation Admixture Systems www.masterbuilders.com United States Canada 23700 Chagrin Boulevard 1800 Clark Boulevard Cleveland, Ohio 44122-5544 Brampton, Ontario L6T 4M7 Tel: 800 628-9990 ■ Fax: 216 839-8821 Tel: 800 387-5862 ■ Fax: 905 792-0651 page 3 of 3 VOLCLAY WATEI1STOPHX EXPANDING CONCRETE JOINT WATERSTOP DESCRIPTION WATERSTOP-RX° is a sodium bentonite based waterstop designed to stop water infiltration through cast -in -place concrete construction joints by expand- ing upon contact with water to form a positive seal against the concrete. The key to WATERSTOP-RX's effectiveness is its 75% sodium bentonite content which provides superior expansion to seal and fill voids and cracks in the concrete. WATERSTOP-RX is an active bentonite/butyl-rubber based waterstop that is designed to replace passive PVC/Rubber dumbbell waterstops, thereby eliminating the requirement of special pieces, split -forming and seam welding. WATERSTOP-RX has been successfully tested by independent testing firms to over 200 Feet (60 meters) of hydrostatic water pressure, under both continuous immersion and wet/dry cycling. Certified to ANSI/NSF 61 WATERSTOP-RX is certified by NSF International to conform with the require- ments of NSF Standard 61 — Drinking Water System Components — Health Effects. WATERSTOP-RX is certified as a sealing material for concrete construction joints in potable water tanks. WATERSTOP-RX is manufactured in light -weight, flexible coils that are easily installed by a single worker. The product is adhered to concrete, steel, and PVC (Pipes) with Volclay WB-ADHESIVE. Coil ends are butted together — not overlapped — to form a continuous waterstop. WATERSTOP-RX is available in three sizes and shapes (see Product Table). WATERSTOP-RX 101 is produced in a rectangular shape measuring 1" x 314" (25 x 19mm). WATERSTOP-RX 101T is produced in a trapezoidal shape measuring 1-1/4" x 1/2" (31 x 12mm) with a reinforcing plastic scrim embedded in the top surface for high tensile strength. The patented trapezoidal shape distributes the expansive force over a greater area and allows the concrete to flow more readily over the product during placement. WATER- STOP-RX 102 is produced in a half -circle (Crescent) shape measuring 3/4" x 3/8" (19 x 9mm ). Each of the three products is also available in a Rapid Hydration (RH) formula. Rapid Hydration products are designed for high saline conditions, secondary chem- ical containment areas, and hydrostatic pressures above 40 Feet (12 Meters). Consult manufacturer for chemical compatibility. APPLICATIONS Applications include both vertical and horizontal non-moving concrete construction joints, new to existing concrete construction, irregular surfaces, and around through -wall penetrations, such as plumbing and utility pipes. Additionally it can seal around concrete pilings and steel I -beams passing through the slab. WATERSTOP-RX works in both continuous hydro- static and intermittent hydrostatic conditions. WATERSTOP-RX is certifed by NSF International for use in potable water tanks 1,000 gallons (3,785 I) or greater. WATERSTOP-RX products are designed for rein- forced structural concrete with a minimum of 3000 psi compressive strength. RX-101 and RX-101T products are designed for concrete 8" (200mm) thick or greater with two rows of reinforcing steel. RX-102 products are designed for vertical concrete 5" (125mm) thick or greater; and horizontal concrete no less than 4" (100mm) thick. RX-102 products should be used in concrete with one row of steel reinforcement, concrete curbs, planter wails, fountains, and light- weight structural concrete. GENERAL APPLICATION DETAIL FOOTING/WALL JOINT Place WATERSTOP-RX inside of outer most reinforcing dowels WATERSTOP-RX Minimum 3" (75mm) to exterior surface of wall WATERSTOP-RX is an effective, simple and econom- ical sealing material for cast -in -place concrete joints. INSTALLATION Surface preparation: Surfaces should be clean and dry. Remove all dirt, rocks, rust, or other construction debris. Do not install WATERSTOP-RX in standing water or on an iced substrate. Primer: Roller or brush apply WB-ADHESIVE a minimum of 5 mils thick, by the width of the product, along the entire surface length to receive WATERSTOP-RX. Allow adhesive to dry 5-10 minutes or until black. Temperatures below 55°F (13°C), or in damp conditions allow longer period to dry. Typical application rate of adhesive is 400-600 linear feet (120 meters) per gallon. Installation: After allowing adhesive to dry black, remove release paper, then firmly press the entire length of WATERSTOP-RX onto the adhesive. For vertical and overhead applications, firmly press a minimum of 15 seconds to assure adhesion. For best results apply WATERSTOP-RX within two hours of adhesive turning black. Areas not receiving waterstop within six (6) hours should be recoated with adhesive. WB-ADHESIVE may be applied to damp surfaces, but not in standing water. Tightly butt coil ends together to form a continuous water - stop — Do not overlap coil ends. Place in maximum practicable lengths to minimize coil end joints. Where required, cut coils with sharp knife or utility blade to fit coil ends together. Make horizontal to vertical transitions by abutting product coil sections together, no special acces- sory pieces are required. At structural and pipe penetrations, cut into strips to fit around the penetration. Apply to cured adhesive and abutt coil ends together. On irregular surfaces such as stone, make sure waterstop remains in direct contact with the substrate along the entire installation. PRODUCT SIZE LIMITATIONS WATERSTOP-RX is not a self -adhering product. WB-ADHESIVE is required to secure WATERSTOP-RX to concrete, metal, or PVC (Pipe) surfaces. Mechanical fasteners should not be used to secure waterstop alone, but may be used in conjunction with WB-ADHESIVE. WATERSTOP-RX is not designed, nor intended to func- tion as an expansion joint sealant. Contact manufacturer for precast concrete applications, technical information and approval. WATERSTOP-RX products are designed for structural concrete with a minimum of 3000 psi compressive strength. WATERSTOP-RX 101, 101RH, 101T and 101TRH require a minimum of 3" (75mm) of concrete cov- erage. WATERSTOP-RX 102 and 102RH require a mini- mum concrete coverage of 2" (50mm). WATERSTOP-RX should only be used in applications where the product is completely encapsulated within the concrete, WATERSTOP-RX should not be prehydrated by being subjected to submersion or remain in contact with water prior to concrete pour. If the product exhibits considerable swell prior to confinement in the joint, it must be replaced with new material. In conditions where severe ground water chemical conta- mination exists or is expected, consult manufacturer for compatibility information and approval. PACKAGING WATERSTOP-RX is available in corrugated cartons, palletized 36 cartons per pallet. Carton labels are color coded for easy product identification. WB-ADHESIVE is available in one -gallon cans; four cans per carton. TYPE CARTON WEIGHT RX-101 RX-101 RH RX-101TRH RX-102 RX-102RH 1" x 3/4" x 16' 8" 1" x 3/4" x 16' 8" Rectangle Rectangle 1-1/4" x 1/2" x 16' 8" Trapezoid with Poly Scrip Reinforcement 3/4" x 3/8" x 25' Half Circle 3/4" x 3/8" x 25' Half Circle Standard Rapid Rapid Standard Rapid 100 If. (30.4m) 100 If. (30.4m) 100 If. (30.4m) 150 If. (45.7m) 150 lf. (45.7m) 53 lbs. (24.1 Kg) 53 lbs. (24.1 Kg 36 lbs. (16.3 Kg) 25 lbs. (11.3 Kg) 25 lbs. (11.3 Kg) ACCESSORY PRODUCTS WB-ADHES(VE is a water -based, Latex adhesive specially formulated to adhere WATERSTOP-RX. Upon application, WB-ADHESIVE changes color from gray to black while curing. Install WATERSTOP-RX to cured, black adhesive within six (6) hours of turning black. WB-Adhesive is a non-flammable product with a flash point >200°F (93°C). Do not allow WB-Adhesive to freeze. Store in a warm, dry location prior to use. LIMITED WARRANTY Specifications and other information contained herein supersedes all previ- ously printed matter and are subject to change without notice. All goods sold by seller are warranted to be free from defects in material and workmanship.The foregoing warranty is in lieu of and excludes all other war- ranties not expressly set forth herein, whether express or implied by operation of law or otherwise, including but not limited to any implied warranties of mer- chantability or fitness. Seller shall not be liable for incidental or consequential losses, damages or expenses, directly or indirectly arising from the sale, handling or use of goods, or form any other cause relating thereto, and seller's liability hereunder in any case is expressly limited to the replacement (in the form originally shipped) of goods not complying with this agreement or at seller's election, to the repayment of, or crediting buyer with, an amount equal to the purchase price of such goods, whether such claims are for breach of warranty or negli- gence. Any claim by buyer with reference to the goods sold hereunder for any cause shall be deemed waived by buyer unless submitted to seller in writing within thirty (30) days from the date buyer discovered or should of discovered, any claimed breach. Materials should be inspected and tested by purchaser prior to their use if product quality is subject to verification after shipment. Performance guaran- tees are normally supplied by the applicator. WATERSTOP-FIX is not an expansion joint material nor should it be used as such. Expansion joints are the responsibility of others. TYPICAL PROPERTIES PROPERTY TEST METHOD VALUE Sodium Bentonite Content 75% Hydrostatic Head Resistance Independent Test 231 ft (70m) Wet/Dry Cycling (25 cycles @ 231 ft) Independent Test No Effect Specific Gravity @ 77°F ASTM D71 1.57 Flash Point ASTM D93-97 >300°F Adhesion to Concrete using WB-Adhesive Independent Test Excellent 5 EASY INSTALLATION STEPS STEP 1 CLEAN SURFACE STEP 2 APPLY ADHESIVE STEP 3 PLACE WATERSTOP STEP 4 BUTT COIL ENDS STEP 5 POUR CONCRETE REMOVE ALL DIRT AND DEBRIS. APPLY WB-ADHESIVE AND ALLOW TO CURE BLACK. REMOVE RELEASE PAPER, THEN PRESS FIRMLY AGAINST ADHESIVE. MAINTAIN PROPER CONCRETE COVERAGE DEPTH. TIGHTLY BUTT CO L ENDS TO FORM A CONTINUOUS WATERSTOP. DO NOT OVERLAP C011 ENDS. POUR AND VIBRATE CONCRETE. 3" min. VOLCLAY WATERSTOP-HK GENERAL APPLICATIONS AND DETAILS RX101, RX101RH, RX101T, RX101TRH • Vertical and horizontal concrete 8" (200mm) thick or greater. • Concrete with two rows of steel reinforcement • High hydrostatic pressures • Tie -back plates and penetrations PRODUCT APPLICATIONS RX102, RX102RH • Vertical concrete 5" (125mm) thick or greater. Horizontal concrete 4" (100mm) thick or greater • Concrete with one row of steel reinforcement • Slabs containing only wire mesh • Fountains / Planter Boxes / Curbs. YPICAL RX-101/RX 101T FOUNDATION DETAIL" RX101 RX101RH RX101T RX101TRH 3" min. •4 t 3" (75mm) MINIMUM CONCRETE COVERAGE v.s.P•pyo 2" (50mm) MINIMUM CONCRETE COVERAGE September 2001 [Supersedes all previous versions) The information contained herein supersedes all previous versions printed prior to September 2001, and is believed to be accurate and reliable. Consult man- ufacturer for current data, additional installation instructions, technical information, and comments on design conditions not covered herein. CETCO reserves the right to update information without notice. Building Materials Group 15001Atst Shure Drive Arlington Heights, IL 60004 -1440 USA tel (847) 392.5800 fax (847) 506.6195 http://www,oetoomm (800) 527.9948 © 2001 CETCO Printed in the U.S.A. Form: VPTD-1 SB SEPT01 7.5M Q Printed on recycled paper TECHNICAL DATA CETSEAL SEALANT ADHESIVE DESCRIPTION CETSEAL d nulti-purpose. c.omoonerit moisture cure seaiantjadhesive ntzIng MS Po!yrnier'Technology. CLISEAL to ',IOC. 1.1)0'S soRds. noo-shOn.king ..)rotit_«;titott) excel!ent UV resistance. APPLICATIONS The pOrn3n.i applioJtions arel Grfide termination sealant r membrane lap s(..iflarr. Waterstop adhesive INSTALLATION Grade Termination Sealant: Appy a continuo,Js bead of a...ISE:AL between concrete wail rold top of the membiane; appiy conifenon5 bead ot C1 1SE4L when? termination bDr tastn:riers will be in.6tallect ff...3rnInal..101"1 bar Hush tO the top of the membrane then apply' contitfJous bead of CETSEAL along thcr: tr)p of terrnirk:!tlon bay }veee eel sealing the concrete to complete the terfriiiitaton. Waterstop Adhesive: Apply a coohnuoi.Js bead et: ell SLA(... .d.nc(ior waterstop then irF;tiill water stop before. CETSEAL Ions over, -Yeirl 4 vary .v,iith 59114 91 app!ication. Typicai yield et lei" (6 rornii 290 rni foltInde - 20 999 et m) TYPICAL UNCURED PROPERTIES _ . Gun Grade Tack Free Time Cure Time Odor TYPICAL CURED PROPERTIES Elongation at Break Hardness Shore A Tensile Yield Artificial Weathering Shrinkage Service Temperature Shelf Life PRECAUTIONS Remove Oft and debrfs, sur face coatings and seEders before application. Preporo metal by rernovrg rust, scaln and 419ow tieMed !.frob.c..,,' to cere f or six monthE; prior to appiication. Do not appy star rsJ, water cot ciifions or et teolpNaIure below 251: !"-41` PACKAGING 290 rr .Hirtridges 1..2 caitoclges per case, .Typica vveight per case: 12 ibe b4 g). Zero Slump ASTM C 697 90 niinutes- ASTM C 679 (max 72 hours) 24-72 hours Mild Mint Smell ASTM 0412 750"A ASTM 0661 40 +/- 5 ASTM D412 261 psi ASTM 0793 (2000 hours Xenon Arc) No cracking No measurable shrinkage after 14 days -409Cto 90'C 18 months FEBRUARY 2012 IMPORTAN 6 Tne information contained herein _supersedes oil previous printed versiont>. arici is ioetiovect to he ancillate and tellable. lbt Ore most ep-to-d,r-ite informplease visit kAww.CETCOcci.in, CFTC° accepts fc esponsibiiify tor the 1CSults obtained through application of the; pi ociticL Pc 'CO ese lq;ht to update infotinatio+ without noise. www.CETCO.co.in 9, 2012 CETCO 1 FORNIXTTD-IN-02/12 plearIMA COPY D r AUG 13 20i jLJ REID MIDDLETON, INC. ANF & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS For Landlord Work Round One at South Centre Mall 2800 Southcenter Mall Tukwila, WA 98188 Architect O+L Architects Beacon Arts Building 808 N La Brea Avenue Los Angeles, CA 90302 (855) 793-2229 14906.00 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 5 2014 PERMIT CENTER 9420 Telstar Avenue, Suite 118, El Monte, California 91731 Tel: (626) 448-8182 Fax: (626) 448-8092 Email: anf1688@pacbellnet Round one at South Center Mall Content Structural Design information 2 3 * (Part I Remodel Area at Grid Line 3-5/A-C) Design Load DL-1--3 New Girder Design Check G-1-11 Guider rail support GR- 1 Reinforcing Beam Design Check RB-1-9 Re -check Column Design C-1-8 Foundation Check F-1-5.6 Diaphragm Shear Check on 2nd Floor DS-1--6 (Part Il New Area at South of Grid Line 1) (Independent building w/seismic separation) Design Load on New Elevator D-1 Lateral Load Analysis and Distribution L-1-3 3D model repot 1-r25 Beam Design Check B-0---2.1 Column Design Check C-1-2.1 Moment Frame connection check MF-1-2 Guider rail design check GR- 1-3 Grade Beam Footing Check GB-0.1-7.1 Critical Reaction at Base R-1--7 Pile Load P-1 Light Frame Wall using Flat Strap Bracing LF-1-3 Base Plate and Anchor Bolts AC-1-2 Misc Calc. or other attachment MT-1-3 Scope of Work: The job purpose is tenant improvement to add a new stair, an elevator and two way of escalator between line 3-5/A--C area and add two elevator at south of line I IC--D. To demo portion floor area and to add new frame or to reinforcing frame and check footing or add new footing as plan S 1.0, S2.0. Structural Design Criteria Code: 2013 California Building Code/ 2012 international Building Code AISC 07-10 Minimum Design Loads for Building and Other Structures AC1318-08 Building Code Requirements for structural Concrete. AISC Steel construction Manual-14th ed. Design Standard Specification Materials: (E)Steel ASTM-A36 Fy=36 ksi for structure steel ASTM-A501 Fy=46 ksi for steel tube ASTM-A36 Fy=36 ksi for connection plate or stiffner ASTM-A307 for all bolts, U.N.O. ASTM-A325 or A490 high strength bolts, and use fiction type for structural joints as specification (E)Concrete Normal weight Concrete 150 pcf, fc'= 4000 psi for grade beams, slab on grade and pile caps. Light weight Concrete 110 pcf, fc'=3000 psi for topping concrete over metal deck Reinforcing Steel: ASTM A615, Gr.60, Fy= 60ksi for bar #5 & up ASTM A615, Gr. 40, Fy =40ksi for bar #4 and smaller Steel ASTM-A572 or A99: Fy=50 ksi for shape steel ASTM-A500 Gr.B Fy=46 ksi for hollow steel ASTM-A36 Fy=36 ksi for steel plate or stiffner ASTM-A307 for all unfinished bolts ASTM-A325 or A325X high strength bolts ASTM-A653, S.S. Gr.80 or Zinc coated ASTM-A653, Gr.90 Fy=33 ksi for roof or composite metal deck and all accesssories Concrete Normal weight 150 pcf, fc'= 4500psi for new slab on ground floor Normal weight 150 pcf, fc'= 3000psi for curb at ground floor Light weight 110 pcf, fc'=3000 psi for topping concrete over metal deck Reinforcing Steel: ASTM A615 Deformed Bar Grade 60, Fy 60ksi for #4 & up ASTM A615 Deformed Bar Grade 40, Fy 40ksi for #3 Page 3 ANF & Associates Project Round one at South Center Mall Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Engineer Vicky Uu For Westfield Design & Construction Design Load Roof D.L. Floor D.L. Roof and Insulation 1 1/2 Type H-36 Metal deck Steel framing MEP(include Sprinkler) Ceiling and MISC Total D.L. L.r = (Snow load=25psf, Un-reductable) 3 1/2" N.W. Conc. Over 1 1/2" type B Formlok 22 GA metal dec Beam & Girder flooring MEP(include Sprinkler) Ceiling and MISC Total D.L. L.L.= Job No.: 14906 Date: 07/23/14 Page: DL- 1 5.2 psf 2.3 psf (program auto calc) 4.0 psf (program auto calc) 3.5 psf * 4.0 psf 19.0 psf (* not included in model weigl 12.7 psf) 20.0 psf (Reductable) 51.0 psf (program auto cat) 10.0 psf (program auto calc) 2.5 psf * 3.5 psf 4.0 psf * 71.0 psf (* not included in model weigl 10.0 psf) 100.0 psf (Un-reductable) Floor Map RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC 07/28/1414:59:29 Steel Code: AISC 360-10 ASD Floor Type: floor Load acs o index see vtexf- pole. Cla.c Nde sees c. wtass ass:31. Cirto.ket w:11 auto lKclti�< s .(- we?11,4- . ASS Floor Map RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC (- Page 2/2 07/28/14 14:59:29 Steel Code: AISC 360-10 ASD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf floor 10.0 0.0 100.0 Unreducible 0.0 0.0 10.0 S. elevator floor 14.0 0.0 100.0 Unreducible 0.0 0.0 14.0 Line Loads Label DL CDL LL Reduction PLL CLL Mass DL Wft k/ft k/ft Type k/ft k/ft k/ft L 1 2F edge wall 0.200 0.000 0.000 Reducible 0.000 0.000 1.000 L3 wall on 2F slab 1.300 0.000 0.000 Reducible 0.000 0.000 0.500 L4 parapet on slab 0.300 0.000 0.000 Reducible 0.000 0.000 0.300 L5 cmu parapet 0.000 0.000 0.000 Reducible 0.000 0.000 1.040 L6 2F parape twall 0.130 0.000 0.000 Reducible 0.000 0.000 0.650 L7 rail for stair 0.050 0.000 0.050 Reducible 0.000 0.000 0.050 open L9 stair 0.800 0.000 1.000 Reducible 0.000 0.000 0.800 LIO elevator 0.200 0.000 0.200 Reducible 0.000 0.000 0.000 L11 stringerl 0.300 0.000 0.350 Reducible 0.000 0.000 0.300 L12 stringer2 0.480 0.000 0.600 Reducible 0.000 0.000 0.480 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips P1 Escalator 5.500 0.000 5.500 Unreducible 0.000 0.000 5.500 P2 stringerl 3.360 0.000 4.200 Unreducible 0.000 0.000 3.360 P3 stringer2 6.720 0.000 8.400 Unreducible 0.000 0.000 6.720 Floor Map, RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: ,IBC DI_ -3 07/28/14 14:59:29 Steel Code: AISC 360-10 ASD Floor Type: Roof 3 r ---- J 1'� -� Hi ! I I f ! ? ! : ! I I w k+ elk; e w OV . 4- l ! 1-1 ! •. -.. ! ! J-L I i 38 1 1 1111 aJ 111 1.. !t ! Ll - ! >.x 1 i 566.4 4...4a e 1 t meat 1.i slF:i 1 Loa.a a.Sh;On• Ste. Next- 11e Clvtat.tAt_ se; ),444.. tnlasf GtCS } coitodt 4ctf q atec.iC i k twt. i h wto+.l+�) Floor Map RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC bL 3�► Page 2/2 07/28/14 14:59:29 Steel Code: AISC 360-10 ASD Surface Loads Line Loads Label Roof S. elevator Roof Label L2 Roof Parape DL psf 12.7 10.0 CDL psf 0.0 0.0 LL Reduction psf Type 20.0 Roof 20.0 Roof DL CDL LL Reduction k/ft k/ft k/ft Type 0.060 0.000 0.000 Reducible PLL psf 0.0 0.0 CLL Mass DL psf psf 0.0 12.7 0.0 45.0 PLL CLL Mass DL k/ft k/ft k/ft 0.000 0.000 0.800 RAM Modeler V14.06 - Floor plan: floor DataBase: 14906 Mervyn's south center mall-7(OMF) 06/12/14 11:01:57 _._. ��. OD 4 �.i 0 10 M t0 t0 W 0 1� 29 M W h CO r N `- r v N r N M r V V r 1 r 0 r 7 t0 �0 r CA N r 0 0 O (Ni M r N N N N 0 M N 191 0 V N G Y C 13 12 11 10 27 5 r 6 !V 26 159 , H 15 N. 6 5 104 ( _ 4 V e 4 3 o b, g 55 103 N N N N N e f y4 102 101 2 CND m N 24 CON CO W r r N r ^ `m r N eF r W V r 8 \C ,. cS r mN. r N r • _ N 7�. 22 21 40 39 0 m 93 r N r N r r0co r r CO r N. r M 186 0 N 0 N °' N 0 N 4 N u C n 81 r• envl 4-0 12, Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 75 SPAN INFORMATION (ft): I -End (20.25,108.50) J-End (57.25,108.50) W21X48 = 37.00 = 7.50 = 1.50 Beam Size (Optimum) Total Beam Length (ft) Cantilever on left (ft) Cantilever on right (ft) Mp (kip-ft) = 445.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL 0.250 1.47 0.22 0.0 1.80 10.250 1.67 0.00 0.0 2.50 13.050 1.92 0.00 0.0 2.52 15.850 2.52 0.00 0.0 3.78 21.450 2.52 0.00 0.0 3.78 24.250 1.92 0.00 0.0 2.52 27.050 1.65 0.00 0.0 2.47 29.750 2.91 0.31 0.0 3.59 32.650 1.71 0.00 0.0 2.56 35.450 1.92 0.00 0.0 2.52 37.000 12.11 0.18 0.0 12.20 LINE LOADS (k/ft): Load Dist 1 0.250 7.500 2 7.500 29.750 3 0.250 7.500 4 0.250 7.500 5 7.500 29.750 6 7.500 29.750 7 0.000 7.500 8 7.500 35.500 9 35.500 37.000 DL 0.050 0.050 0.050 0.050 0.026 0.026 0.008 0.007 0.026 0.026 0.007 0.007 0.048 0.048 0.048 0.048 0.048 0.048 LL 0.050 0.050 0.050 0.050 0.000 0.000 0.050 0.050 0.000 0.000 0.050 0.050 0.000 0.000 0.000 0.000 0.000 0.000 StorLL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% Type PartL 0.0% Red 0.000 0.000 0.0% Red 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 NonR 0.000 0.000 SHEAR: Max Va (DL+LL) = 28.62 kips Vn/1.50 = 144.20 kips MOMENTS: Fy = 50.0 ksi Red% PartL Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow 0.00 lidRAM Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC yr�I Page 2/2 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Span Cond Left Max - Center Max + Max - Right Max - Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Left cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Neg Total load (in) Center span: Dead load (in) Live load (in) Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Neg Total load (in) LoadCombo DL+LL DL+LL DL+LL DL+LL DL+LL Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft -31.5 7.5 7.3 1.00 1.67 253.31 161.5 21.5 5.6 1.07 1.67 264.77 -36.8 35.5 0.1 1.01 1.67 264.77 -36.8 35.5 1.5 1.00 1.67 264.77 161.5 21.5 5.6 1.07 1.67 264.77 Left Right 12.19 24.35 16.35 28.84 -0.66 -0.62 28.55 53.19 = 0.212 LID = 850 = -0.135 L/D = 1337 = 0.433 L/D = 416 = 0.645 L/D = 279 at 21.50 ft = -0.287 at 21.64 ft = -0.508 at 21.64 ft = -0.795 = 0.044 L/D = 821 = -0.025 L/D = 1467 = 0.088 LID = 409 = 0.132 L/D = 273 L/D = 1171 L/D = 661 L/D = 422 Gravity Beam Design RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 56 SPAN INFORMATION (ft): I -End (8.00,94.50) J-End (8.00,126.50) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 32.00 Mp (kip-ft) = 397.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 22.750 3.53 1.72 0.0 2.25 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.050 0.050 0.0% Red 0.000 32.000 0.050 0.050 0.000 2 0.000 0.103 0.000 NonR 0.000 32.000 0.103 0.000 0.000 3 0.000 0.030 0.200 NonR 0.000 32.000 0.030 0.200 0.000 4 0.000 0.026 0.000 NonR 0.000 22.750 0.026 0.000 0.000 5 0.000 0.007 0.050 NonR 0.000 22.750 0.007 0.050 0.000 6 22.750 0.194 0.000 NonR 0.000 32.000 0.194 0.000 0.000 7 22.750 0.056 0.375 --- NonR 0.000 32.000 0.056 0.375 0.000 8 0.000 0.044 0.000 NonR 0.000 32.000 0.044 0.000 0.000 SHEAR: Max Va (DL+LL) = 18.59 kips Vn/1.50 = 144.90 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / Q kip-ft ft ft kip-ft Center Max + DL+LL 125.5 21.2 0.0 1.00 1.67 238.02 Controlling DL+LL 125.5 21.2 0.0 1.00 1.67 238.02 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Left Right 5.49 8.40 6.38 10.19 11.87 18.59 Dead load (in) at 16.64 ft = -0.424 L/D = 906 Live load (in) at 16.80 ft = -0.498 L/D = 771 Net Total load (in) at 16.80 ft = -0.922 L/D = 417 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC �13 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 55 SPAN INFORMATION (ft): I -End (8.00,81.50) J-End (50.00,81.50) Beam Size (Optimum) = W30X90 Total Beam Length (ft) = 42.00 Mp (kip-ft) = 1179.1 7 Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 3.000 1.96 0.00 0.0 2.56 0.00 0.0 0.00 Snow 0.00 5.400 2.57 0.00 0.0 3.85 0.00 0.0 0.00 Snow 0.00 11.100 2.79 0.00 0.0 4.18 0.00 0.0 0.00 Snow 0.00 14.200 2.05 0.00 0.0 2.71 0.00 0.0 0.00 Snow 0.00 16.800 2.63 0.00 0.0 3.94 0.00 0.0 0.00 Snow 0.00 22.500 12.59 6.34 0.0 8.40 0.00 0.0 0.00 Snow 0.00 22.500 2.69 0.00 0.0 4.04 0.00 0.0 0.00 Snow 0.00 25.300 2.02 0.00 0.0 2.66 0.00 0.0 0.00 Snow 0.00 28.100 2.66 0.00 0.0 3.99 0.00 0.0 0.00 Snow 0.00 33.700 2.66 0.00 0.0 3.99 0.00 0.0 0.00 Snow 0.00 36.500 2.02 0.00 0.0 2.66 0.00 0.0 0.00 Snow 0.00 39.300 1.74 0.00 0.0 2.61 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.050 0.050 0.0% Red 0.000 42.000 0.050 0.050 0.000 2 0.000 0.026 0.000 NonR 0.000 42.000 0.026 0.000 0.000 3 0.000 0.007 0.050 --- NonR 0.000 42.000 0.008 0.050 0.000 4 0.000 0.090 0.000 --- NonR 0.000 42.000 0.090 0.000 0.000 SHEAR: Max Va (DL+LL) = 51.96 kips Vn/1.67 = 249.07 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / SZ kip-ft ft ft kip-ft Center Max + DL+LL 697.8 22.5 5.7 1.05 1.67 706.09 Controlling DL+LL 697.8 22.5 5.7 1.05 1.67 706.09 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Left Right 22.37 23.30 27.47 28.66 49.83 51.96 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 21.21 ft = -0.869 L/D = 580 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Live load (in) Net Total load (in) 3' 1 Page 2/2 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD at 21.21 ft = -1.069 L/D = 471 at 21.21 ft = -1.439 L/D = 350 RAM Steel 14.06.01.00 RANDataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Gravity Beam Design 4ct 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 102 SPAN INFORMATION (ft): I -End (30.50,88.00) J-End (50.00,88.00) Beam Size (User Selected) = HSS12X4X5/16 Fy = 46.0 ksi Total Beam Length (ft) = 19.50 Mp (kip-ft) = 119.98 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.480 0.600 0.0% Red 0.000 19.500 0.480 0.600 0.000 2 0.000 0.030 0.000 NonR 0.000 19.500 0.030 0.000 0.000 SHEAR: Max Va (DL+LL) = 10.82 kips Vn/1.67 =107.03 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / t2 kip-ft ft ft kip-ft Center Max + DL+LL 52.8 9.8 19.5 1.14 1.67 71.85 Controlling DL+LL 52.8 9.8 19.5 1.14 1.67 71.85 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Left Right 4.97 4.97 5.85 5.85 10.82 10.82 DEFLECTIONS: Dead load (in) at 9.75 ft = -0.397 L/D = 589 Live load (in) at 9.75 ft = -0.467 L/D = 501 Net Total load (in) at 9.75 ft = -0.865 L/D = 271 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC (IF 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 54 SPAN INFORMATION (ft): I -End (8.00,62.50) J End (8.00,94.50) Beam Size (Optimum) = W30X90 Fy = 36.0 ksi Total Beam Length (ft) = 32.00 Mp (kip-ft) = 849.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 19.000 22.37 3.99 0.0 23.47 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL • LL Red% Type PartL 1 19.000 0.050 0.050 - 0.0% Red 0.000 32.000 0.050 0.050 0.000 2 0.000 0.103 0.000 NonR 0.000 32.000 0.103 0.000 0.000 3 0.000 0.030 0.200 NonR 0.000 32.000 0.030 0.200 0.000 4 0.000 0.078 0.000 NonR 0.000 19.000 0.078 0.000 0.000 5 0.000 0.022 0.150 NonR 0.000 19.000 0.022 0.150 0.000 6 19.000 0.026 0.000 NonR 0.000 32.000 0.026 0.000 0.000 7 19.000 0.007 0.050 NonR 0.000 32.000 0.007 0.050 0.000 8 0.000 0.090 0.000 NonR 0.000 32.000 0.090 0.000 0.000 SHEAR: Max Va (DL+LL) = 39.67 kips Vn/1.50 =199.66 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft Center Max + DL+LL 464.5 19.0 0.0 1.00 1.67 508.38 Controlling DL+LL 464.5 19.0 0.0 1.00 1.67 508.38 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Left Right 14.22 18.28 16.63 21.39 30.84 39.67 Dead load (in) at 16.64 ft = -0.312 L/D = 1231 Live load (in) at 16.64 ft = -0.370 L/D = 1038 Net Total load (in) at 16.64 ft = -0.682 LID = 563 Gravity Beam Design RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 24 SPAN INFORMATION (ft): I -End (0.00,62.50) J-End (30.50,62.50) Beam Size (User Selected) = W33X130 Total Beam Length (ft) = 30.50 Mp (kip-ft) = 1401.0 0 Fy = 36.0 ksi POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 3.500 3.50 0.00 0.0 5.20 0.00 0.0 0.00 Snow 0.00 4.000 4.27 0.00 0.0 6.40 0.00 0.0 0.00 Snow 0.00 6.500 24.57 0.00 0.0 3.60 0.00 0.0 0.00 Snow 0.00 8.000 14.22 1.75 0.0 14.87 0.00 0.0 0.00 Snow 0.00 8.000 7.66 4.14 0.0 5.56 0.00 0.0 0.00 Snow 0.00 11.000 1.96 0.00 0.0 2.56 0.00 0.0 0.00 Snow 0.00 13.400 2.57 0.00 0.0 3.85 0.00 0.0 0.00 Snow 0.00 14.167 2.21 0.00 0.0 3.24 0.00 0.0 0.00 Snow 0.00 19.100 2.79 0.00 0.0 4.18 0.00 0.0 0.00 Snow 0.00 20.333 7.94 4.14 0.0 5.86 0.00 0.0 0.00 Snow 0.00 22.200 2.05 0.00 0.0 2.71 0.00 0.0 0.00 Snow 0.00 22.200 2.80 0.00 0.0 3.57 0.00 0.0 0.00 Snow 0.00 24.800 2.63 0.00 0.0 3.94 0.00 0.0 0.00 Snow 0.00 24.800 4.43 0.00 0.0 6.64 0.00 0.0 0.00 Snow 0.00 8.000 6.65 0.00 0.0 0.00 0.00 0.0 11.12 Snow 0.00 0.00 0.0 0.00 0.00 0.0 -0.62 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 1.300 0.000 0.0% Red 0.000 6.500 1.300 0.000 0.000 2 0.000 0.130 0.000 NonR 0.000 30.500 0.130 0.000 0.000 SHEAR: Max Va (DL+LL)= 121.66 kips Vn/1.50 = 276.45 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2' kip-ft ft ft kip-ft Center Max + DL+LL 804.9 8.0 3.0 1.00 1.67 838.92 Controlling DL+LL 804.9 8.0 3.0 1.00 1.67 838.92 REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction Left Right 66.93 35.74 54.73 38.60 -0.45 -0.16 121.66 74.35 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Page 2/2 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at 14.49ft = 14.64 ft = 14.64 ft = -0.349 -0.342 -0.690 L/D = 1050 L/D = 1071 L/D = 530 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 46 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 156 SPAN INFORMATION (ft): I -End (50.00,62.50) J-End (50.00,96.50) Beam Size (Optimum) = W30X90 Total Beam Length (ft) = 34.00 Cantilever on right (ft) = 2.00 Mp (kip-ft) = 1179.1 7 Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 19.000 23.30 4.44 0.0 24.22 0.00 0.0 0.00 Snow 0.00 20.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 25.500 4.97 5.85 0.0 0.00 0.00 0.0 0.00 Snow 0.00 30.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 34.000 0.35 0.18 0.0 0.18 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 32.000 0.050 0.050 0.0% Red 0.000 34.000 0.050 0.050 0.000 2 0.000 0.070 0.000 NonR 0.000 19.000 0.070 0.000 0.000 3 0.000 0.020 0.135 NonR 0.000 19.000 0.020 0.135 0.000 4 19.000 0.026 0.000 NonR 0.000 32.000 0.026 0.000 0.000 5 19.000 0.007 0.050 NonR 0.000 32.000 0.007 0.050 0.000 6 32.000 0.026 0.000 NonR 0.000 34.000 0.026 0.000 0.000 7 32.000 0.007 0.050 NonR 0.000 34.000 0.007 0.050 0.000 8 0.000 0.075 0.000 NonR 0.000 32.000 0.075 0.000 0.000 9 0.000 0.022 0.145 NonR 0.000 32.000 0.022 0.145 0.000 10 32.000 0,187 0.000 NonR 0.000 34.000 0.187 0.000 0.000 11 32.000 0.054 0.362 NonR 0.000 34.000 0.054 0.362 0.000 12 0.000 0.090 0.000 NonR 0.000 32.000 0.090 0.000 0.000 13 32.000 0.090 0.000 NonR 0.000 34.000 0.090 0.000 0.000 SHEAR: Max Va (DL+LL) = 57.58 kips Vn/1.67 = 249.07 kips 111 RAM Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 6. I Page 2/2 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / SZ kip-ft ft ft kip-ft Center Max + DL+LL 554.7 19.0 0.0 1.00 1.67 706.09 Max - DL+LL -3.2 32.0 1.5 1.76 1.67 706.09 Right Max - DL+LL -3.2 32.0 2.0 1.00 1.67 706.09 Controlling DL+LL 554.7 19.0 0.0 1.00 1.67 706.09 REACTIONS (kips): Left Right DL reaction 16.01 27.98 Max +LL reaction 18.47 32.06 Max -LL reaction -0.05 0.00 Max +total reaction 34.48 60.04 DEFLECTIONS: Center span: Dead load (in) at 16.80 ft = -0.377 LID = 1019 Live load (in) at 16.96 ft = -0.443 L/D = 867 Net Total load (in) at 16.96 ft = -0.820 L/D = 468 "\ Right cantilever: Dead load (in) = 0.078 L/D = 616 Neg Live load (in) = 0.092 • L/D = 524 , Neg Total load (in) = 0.169 L/D = 283 Gravity Beam Design RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC 1 07/28/14 16:13:13 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 181 SPAN INFORMATION (ft): 1-End (57.25,94.50) J-End (57.25,108.50) Beam Size (Optimum) = W 16X31 Total Beam Length (ft) = 14.00 Mp (kip-ft) = 225.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 2.000 0.37 0.18 0.0 0.18 0.00 0.0 0.00 Snow 0.00 12.000 0.90 0.42 0.0 0.42 0.00 0.0 0.00 Snow 0.00 11.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 7.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 6.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 3.000 5.50 0.00 0.0 5.50 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.187 0.000 --- NonR 0.000 2.000 0.187 0.000 0.000 2 0.000 0.036 0.362 NonR 0.000 2.000 0.036 0.362 0.000 3 2.000 0.026 0.000 NonR 0.000 12.000 0.026 0.000 0.000 4 2.000 0.005 0.050 NonR 0.000 12.000 0.005 0.050 0.000 5 12.000 0.433 0.000 NonR 0.000 14.000 0.433 0.000 0.000 6 12.000 0.084 0.838 NonR 0.000 14.000 0.084 0.838 0.000 7 0.000 0.032 0.000 NonR 0.000 14.000 0.032 0.000 0.000 8 0.000 0.006 0.063 NonR 0.000 14.000 0.006 0.063 0.000 9 0.000 0.031 0.000 NonR 0.000 14.000 0.031 0.000 0.000 Fy = 50.0 ksi SHEAR: Max Va (DL+LL) = 26.73 kips Vn/1.50 = 87.45 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SI Mn / S2 kip-ft ft ft kip-ft Center Max + DL+LL 114.0 7.0 0.0 1.00 1.67 134.73 Controlling DL+LL 114.0 7.0 0.0 1.00 1.67 134.73 REACTIONS (kips): DL reaction Max +LL reaction Left Right 12.97 13.06 13.30 13.67 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center ma11-8(SCBF) Building Code: IBC Page 2/2 07/28/14 16:13:13 Steel Code: AISC 360-10 ASD Left Right Max +total reaction 26.27 26.73 DEFLECTIONS: Dead load (in) at 6.93 ft = -0.174 L/D = 964 Live load (in) at 6.93 ft = -0.176 LID = 952 Net Total load (in) at 6.93 ft = -0.351 L/D = 479 Gravity Beam Design 8.750 4.01 1.47 LINE LOADS (k/ft): Load Dist 1 RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 93 SPAN INFORMATION (ft): I -End (27.75,108.50) J-End (27.75,126.50) Beam Size (User Selected) = WI6X26 Total Beam Length (ft) = 18.00 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) _ Mnf (kip-ft) _ C (kips) _ Ief1' (in4) _ Stud length (in) _ Left 2F floor 3.50 145.00 3.00 Fy = 50.0 ksi Right 2F floor 3.50 145.00 3.00 perpendicular perpendicular VERCO B Formlok VERCO B Formlok 22.50 Y bar(in) 303.13 Mn (kip-ft) 51.69 PNA (in) 558.62 Itr (in4) 4.00 Stud diam (in) Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs per stud segment: Full Number of Stud Rows = 1 POINT LOADS (kips): 12,12 Partial = 3,3 Actual = 3,3 Percent of Full Composite Action = 25.74 13.70 233.27 9.92 808.79 0.75 Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL L 2.20 0.0 2.26 0.00 DL CDL LL Red% 0.000 0.187 0.187 0.000 8.750 0.187 0.187 0.000 2 0.000 0.054 0.000 0.362 8.750 0.054 0.000 0.362 3 8.750 0.026 0.026 0.000 18.000 0.026 0.026 0.000 4 8.750 0.007 0.000 0.050 18.000 0.007 0.000 0.050 5 0.000 0.071 0.071 0.000 18.000 0.071 0.071 0.000 6 0.000 0.021 0.000 0.138 18.000 0.021 0.000 0.138 7 0.000 0.026 0.026 0.000 18.000 0.026 0.026 0.000 10.40 SHEAR: Max Ya (DL+LL) =10.85 kips Vn/1.67 = 70.51 kips Red% PartL 0.0 0.00 Snow 0.00 0.00 Type NonR NonR NonR NonR NonR NonR NonR PartL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC Page 2/2 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD MOMENTS: Span Cond Center PreCmp+ Init DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) LoadCombo DL DL DL+LL DL+LL at at at at Ma kip-ft 14.8 14.8 62.0 62.0 Left Right 2.94 2.17 4.80 3.75 6.05 4.52 10.85 8.27 8.82 ft = 8.82 ft = 8.82 ft = 8.82 ft = ft 8.8 8.8 8.8 8.8 -0.090 -0.107 -0.147 -0.237 Lb ft 0.0 Cb S2 Mn / 12 kip-ft 1.00 1.67 110.28 --- 1.67 139.68 --- 1.67 139.68 L/D = 2409 L/D = 2022 L/D = 1469 L/D = 912 Gravity Beam Design IGM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC W9 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 57 SPAN INFORMATION (ft): I -End (8.00,117.25) Beam Size (User Selected) = W16X26 J-End (27.75,117.25) Fy = 50.0 ksi Total Beam Length (ft) = 19.75 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 7.500 2.29 0.92 0.0 1.97 0.00 0.0 0.00 Snow 0.00 12.500 1.47 0.22 0.0 1.80 0.00 0.0 0.00 Snow 0.00 19.000 0.10 0.10 0.0 0.00 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.050 0.050 0.0% Red 0.000 7.500 0.050 0.050 0.000 2 7.500 0.200 0.200 0.0% Red 0.000 19.000 0.200 0.200 0.000 3 12.500 0.026 0.000 NonR 0.000 19.750 0.026 0.000 0.000 4 12.500 0.007 0.050 NonR 0.000 19.750 0.008 0.050 0.000 5 0.000 0.026 0.000 NonR 0.000 7.500 0.026 0.000 0.000 6 0.000 0.008 0.050 NonR 0.000 7.500 0.007 0.050 0.000 7 0.000 0.026 0.000 NonR 0.000 19.750 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 8.47 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft Center Max + DL+LL 51.0 9.3 5.0 1.01 1.67 104.53 Controlling DL+LL 51.0 9.3 5.0 1.01 1.67 104.53 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Left Right 3.53 4.01 3.97 4.46 7.50 8.47 Dead load (in) at 9.87 ft = -0.187 L/D = 1265 Live load (in) at 9.87 ft = -0.215 L/D = 1104 Net Total load (in) at 9.87 ft = -0.402 L/D = 590 Gravity Beam Design ti RAN RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC y ro 06/12/14 13:11:07 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number = 100 SPAN INFORMATION (ft): I -End (30.50,81.50) J-End (30.50,94.50) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 13.00 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 1.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 6.500 4.97 5.85 0.0 0.00 0.00 0.0 0.00 Snow 0.00 11.500 3.22 3.41 0.0 0.00 0.00 0.0 0.00 Snow 0.00 11.500 3.36 0.00 0.0 4.20 0.00 0.0 0.00 Snow 0.00 1.500 3.36 0.00 0.0 4.20 0.00 0.0 0.00 Snow 0.00 6.500 6.72 0.00 0.0 8.40 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.026 0.000 NonR 0.000 13.000 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 27.33 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma Q Lb Cb 0 Mn / 0 kip-ft ft ft kip-ft Center Max + DL+LL 106.1 6.5 5.0 1.32 1.67 110.28 Controlling DL+LL 106.1 6.5 5.0 1.32 1.67 110.28 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Left Right 12.59 12.59 14.74 14.74 27.33 27.33 Dead load (in) at 6.50 ft = -0.148 L/D = 1051 Live load (in) at 6.50 ft = -0.176 L/D = 886 Net Total load (in) at 6.50 ft = -0.324 L/D = 481 Gravity Beam Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC 6111 07/28/14 16:13:13 Steel Code: AISC 360-10 ASD Floor Type: floor Beam Number =158 SPAN INFORMATION (ft): I -End (40.50,106.50) J-End (40.50,126.50) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 Cantilever on left (ft) = 2.00 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 0.000 0.90 0.42 0.0 0.42 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.050 0.050 0.0% Red 0.000 2.000 0.050 0.050 0.000 2 0.000 0.026 0.000 NonR 0.000 2.000 0.026 0.000 0.000 3 0.000 0.005 0.050 NonR 0.000 2.000 0.005 0.050 0.000 4 2.000 0.145 0.000 --- NonR 0.000 20.000 0.145 0.000 0.000 5 2.000 0.028 0.280 NonR 0.000 20.000 0.028 0.280 0.000 6 0.000 0.433 0.000 NonR 0.000 2.000 0.433 0.000 0.000 7 0.000 0.084 0.838 NonR 0.000 2.000 0.084 0.838 0.000 8 0.000 0.026 0.000 NonR 0.000 2.000 0.026 0.000 0.000 9 2.000 0.026 0.000 NonR 0.000 20.000 0.026 0.000 0.000 SHEAR: Max Va (DL+LL) = 4.85 kips Vn/1.67 = 70.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn / S2 kip-ft ft ft kip-ft Left Max - DL+LL -6.6 2.0 2.0 1.00 1.67 110.28 Center Max + DL+LL 17.9 11.4 0.0 1.00 1.67 110.28 Max - DL+LL -6.6 2.0 18.0 1.58 1.67 48.45 Controlling DL+LL 17.9 11.4 0.0 1.00 1.67 110.28 REACTIONS (kips): Left Right DL reaction 4.10 1.62 Max +LL reaction 5.43 2.52 Max -LL reaction 0.00 -0.20 Max +total reaction 9.53 4.14 Gravity Beam Design 1 RAM Steel 14.06.01,00 RADataBase: 14906 Mervyn's south center mall-8(SCBF) Building Code: IBC Page 2/2 07/28/14 16:13:13 Steel Code: RISC 360-10 ASD DEFLECTIONS: Left cantilever: Dead load (in) = 0.011 L/D = 4286 Pos Live load (in) = -0.009 L/D = 5192 Neg Live load (in) = 0.027 L/D = 1782 Neg Total load (in) = 0.038 L/D = 1259 Center span: Dead load (in) at 11.09 ft = -0.042 L/D = 5182 Live load (in) at 11.09 ft = -0.076 L/D = 2851 Net Total load (in) at 11.09 ft = -0.117 L/D = 1839 • • • Tel: (6 6) 4 $-$1$2 ANF &ASSOCIATES Consulting Madura Eegieeen t(eveor Pear g/ S LI h e. tAfest tt 461 co,4 Ct,,1e►- a1/ Gx;de rAj (419)Port, po I ! A jrrn()act tOad 0-.t4itt St;sw'C tv 1 HSS tax 6x X- y vt-41°3"4 t occar eft 44,14_ a eteo a 517 k Jon No. IYk ° (' By Vt1,4. Dwn Ss. R oF_L- C-1fer bet weeh 3i wr P tc Cc) 12- k-1t I2 ,5 k-ft X 01 t- — 1o,1 t—ft. (weak aac i S o{iv) d,Y Cb t1 - l$�- ((-k. Lc,a0r �pP„= z6( k. '83 o 744 f/ 2/q a, - d t Cc 4 I o, k t a P -f `� _ ° o7z/2- + iz`���� 0, W1 � � °•ic ro'h g , ra,�.t G (oacd , -tup...t roi,-.7r A ,Sv oK. Floor Map RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 11:13:29 Steel Code: AISC 360-10 ASD Floor Tvne: floor cv8x1ok j Y' • Y Yj Y; n`i Y Qf• co —' ilk it4 CSS?2tfl'I 56k • rn P- V8x1C0k�, V8x1C0k o V8x1 C0k x i � J YVvokel1 V8x1C0k V8x1C0k YI 8k tN)vV12x19 4-v icr Cf 3 Esco►(ator opevt. Y Y Y: Y. .4 - M CO C7' 03 CO CO a-- a-i -V r r• j ' a: r Y ‘6. Co e- Co 60.6k 0 -J co co 1 Np x co V1k1k; Grn o (NI °18k 2gk t4�( tiYSK6ti 71k ae-3>Tk V8x1(0k V8x1C0k 0 4-to ' bpt & . N� Sil 14 HSS12x4x5/16 11k NI 7k HSS'UAW 6 7k (41 W3040 s6112" 52k In• o col co t0 N� 3 5 co! 6 Y ti Y• CO• CO C 1.0, YOI CO ti & L.l 8 J co Y CD Y; Y• Y? Y Y. _) 1 Y c� NI: CO: M. CO: oD M O i �y \' r-' a-• a--- I e- a- r- 1 CO • {vt, etc Ye 644 + uK JaSb Dt L , YI Y; Y CO o; CO CO o 4D C7I '-I CO Y Y r ANF Associates Consulting Structural Engineers Engineer. Wei Chi Liu Title Block Line 6 - Steel Beam ---- -- - ----- Lic. # : KW-06000953 Description : -fne 5/A-B (S)- CODE REFERENCES Calculations per RISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 fs' D(e).(10) Applied Loads Beam self wet calculated and added to loads Load(s) for Span Number 1 Point Load: D=8.0, L=10.0k)8.0ft Point Load: D=2.670, L=3.330kp16.0ft Point Load: D=4.0, L=5.0k27.0ft DESIGN SUMMARY (-Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Project Title: Engineer: Project Descr D(2.67) L(3.33) span • 30.50 R HSS14x8x5/18 Protect ID: Rg- i Fi led: 12 JUN 2014. 2.12r4A Fee= U:iwsVxk,ienercalci14906.-LEC6 ENERCALC, INC 1983-2014, Buick&14.128, Ver.8.14.128 Licensee : ANF & ASSOCIATES Fy : Steel Yield : 46.0 ksi E: Modulus : 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. r`;4G - y a- 1.263 : 1 4-- HSS14x6x5I16 140.898 k-ft 111.557k-ft Load Combination +D+L+H Location of maximum on span 8.083ft Span Si where maldmum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Defection Sral=38.1 x f2.63 ZYte1 z- - 4L6 Design N. Maximum Shear Stress Ratio = 0.141 : 1 Section used for this span HSS14x6x5t16 Va : Applied 17.779 k Vn/Omega : Allowable 126.264 k Load Combination 40+L+H Location of maximum on span 0.000 ft Span ft where maximum occurs Span 81 1.591 in Ratio = 0.000 in Ratio = 2.975 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Comt nallon Max Stress Ratios Segment Length Span # M V Mmax + Mmax - +D+H Dsgn. L = 30.50 ft 1 0.580 0.065 64.66 +D+L+H Dsgn. L = 30.50 ft 1 1.263 0.141 140.90 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. Del D+L 1 2.9753 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 OYerafl Gtl i um Overall MlNimum D Only L Only D+L -17.779- 18.451 8.245 7.655 8.245 7.655 9.534 8.796 17.779 16.451 123 <180 0 <180 Summary of Moment Values Ma - Max Mnx MnxlOmega 64.66 186.30 111.56 Summary of Shear Values Cb Rm Va Max Vnx Vnx!Ornega 1.00 1.00 8.25 210.86 126.26 140.90 186.30 111.56 1.00 1.00 17.78 210.86 126.26 Location in Span Load Combination Max. "+' Dell Location in Span 14.640 - -- - 0.0000 0.000 Support notation : Far left is *1 Values in KIPS cee- vla✓Kt - rt. t-K(1,,rr-1. B ANF Associates Consulting Structural Engineers Engineer: Wei Ctii Liu Tide Block Line 6 Genera! Section Property Calculator Lic. # : KW-06000953 Description : —Type <1> HSS14X6X5/16 add HSS 2 Qx1/8 Final Section Properties Total Area 14.040 in"2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y c9 Dist. -1.801 in Edge Distances from CG. : +X 3.0 in -X -3.0 in +Y 8.801 in -Y -8.299 in Ixx = 446.360 in"4 lyy = 75.750 in"4 Sxx : - Y 53.784 in"3 Sxx : +Y 50.718 in"3 Syy : - X 25.250 in"3 Syy:+X 25.250in"3 Project Title: Engineer. Protect Descr. r xx 5.638 in ryy 2.323in Steel Shapes HSS14x6x5116 :1 Ixx = 271.000 in"4 Area = 11.100 inA2 lyy = 72.300 in"4 Height 14.000 in Sxx = 38.714 in"3 Width 6.000 in Syy = 24.100 in"3 1111WISS3x3x5116 : 2 bac = 3.450 in"4 Area = 2.940 in"2 Iyy = 3.450 inA4 Height 3.000 in Sxx = 2.300 inA3 Width 3.000 in Syy = 2.300103 Der Proiect ID: Printed' 12.@3N 2014. 2 5W'1.1 Fie • U: WSV keenacak114906•-1.EC6 ENERCALC, INC.19632014, Buld:8,14,1.26, Vec6.14.1.28 Licensee : ANF & ASSOCIATES - co -ryes adel RCS 3,3 * Rotation = Xc9 Ycg = 180 dec CCW 0.000 in 0.000 in Rotation = Xcg = Ycg = 0decCCW 0.000 in -8.600 in ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 Steel Beam # : KW-06000953 Description : -line 4/A-B (N)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design -- Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bendlng Axis : Major Axis Bending Load Combination IBC 2012 D(5.3) L(8 7) Applied Loads Load(s) for Span Number 1 Point Load: D=5.30, L=6.70kIP 8.0ft DESIGN SUMMARY Project Title: Engineer: Project Descr: ProiectID: RI`L P'n,urc.12 JLT( 2'414. 214PM Fiie= uAwsvickrlenercatc114906•-1.EC6 ENERCALC, iNC.19832014. autld:6.14.1.28, Ver:6.141.28 Fy : Steel Yield : E: Modulus : Licensee . ANF 8, ASSOCIATES — 46.0 ksi 29,000.0 ksi Service bads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / 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 0.633 : 1 HSS14x6x5/16 70.560 k-ft 111.557 k-ft +D+L+H 8.083ft Span # 1 0.638 in 0.000 in 1.142 in 0.000 in 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 Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations 573 0 <360 320 0 <180 Design OK 0.070 : 1 HSS14x6x5/16 8.852 k 126.264 k +D+L+H 0.000 ft Span #1 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + +D+H Dsgn. L = 30.50 ft 1 0.279 0.031 31.16 +D+L+H Dsgn. L = 30.50 ft 1 0.633 0.070 70.56 Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 31.16 186.30 111.56 1.00 1.00 3.91 210.86 126.26 70.56 186.30 111.56 1.00 1.00 8.85 210.86 126.26 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. Dell Location in Span Load Combination D+1. 1 1.1424 13.573 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAArrarn 8.852 3.148 Overall MINimum 3.910 1.390 D Only 3.910 1.390 L Only 4.943 1.757 D+L 8.852 3.148 Max. "+ Defl Location in Span 0.0000 0.000 Values in KIPS lr1lc. , IJo 1re, 44411Yerl reel ANF Assodates Consulting Structural Engineers Engineer Wei Chi Uu Title Block Une 6 Steel Beam Lic # KW-06000953 Description: Aine 41A-B (S)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Bean Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Ms Bending Load Combination MC 2012 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : = 17A, L = 22.20 k €2,1.0 ft DESIGN SUMMARY Project Title: Engineer Project Descr Project ID: -3 Pnrittlri2JUM2.014. 21711,1 Rio = LIAWSWicylenercala14906-1.EC6 ENERCALC, INC. 1983-2014, Bulti.141.28, Vet6.141.Z Fy : Steel Yield: E: Modulus: Licensee : ANF & ASSOCIATES - 46.0 ksi 29,000.0 ksi ye4v'j c.1 rr.1 Service loads entered. Load Factors will be applied for calculations. • cal 37x 1,4,1 ill A IlLo. Design t‘J e Maximum Bending Stress Ratio = Section used for this span Ma : Appied Mn / 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 2.141 : 1 liSS14x8x5116 238.855 k-ft 111.557k-ft +1114.+H 8.083ft Span # 1 Maximum Shear Stress Ratio = 2.104 in Ratio = 0.000 in Ratio = 3.907 in Ratio = 0.000 in Ratio 0.239 : 1 Section used for this span HS614x8x5118 Va : Applied 30.124 k Vn/Omega : Allowable 126.264 k Load Combination Location of maximum on span Span # where maximum occurs 173 <360 0 <360 94 <180 0 <180 +D+L+1-1 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span ti M V Mmax + Mmax - Ma- Max Mnx Mnx/Omega Cb Rm Va Max Vrix VrodOmega 4D+H Dep. L = 30.50 ft 1 0.971 0.109 108.32 108.32 186.30 111.56 1.00 1.00 4041.+H Dsgn. L = 30.50 ft 1 2.141 0.239 238.86 238.86 186.30 111.56 1.00 1.00 Overall Maximum Deflections- Unfactored Loads Load Combination Span Max. Dell Lcca93n in Span D+L 1 3.9073 13.573 Vertical Reactions- Unfactored Load Combination Support 1 Support 2 Overall MAXimum 3T3T21 3 11367 Overall MINImum 13.746 5284 D Only 13.746 L Only 16.377 D+L 30.123 5284 5.823 11.107 Load Combination Support notation : Far left Is #1 — — 13.75 210.86 126.26 30.12 210.88 126.26 Max. Dell Location in Span 0.0000 0.000 Values In KIPS St VI•e% rcic, 'et ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 General Section Property Calculator Project Title: Engineer: Project Descr: Project ID: F13- 3 Nriteo. 12 4012014. 216PM File =113WSYicIryl rcalc114906.1.EC6 ENERCAIC, INC. 1983-2014, BuI1t6.14.1.28, Ver:5.14.1.28 Lic. # : KW-0G000953 Licensee : ANF & ASSOCIATES Description ;—TYPE<2> HSS14X6X5116 add HSS 106x5116 Final Section Properties Total Area 19.860 inA2 Calculated final C.G. distance from Datum : XcgDist. 0.0in Y cg Dist -5.337 in Edge Distances from CG. : +X •3.0 in -X •-3.0 in +Y 12.337 in -Y-11.763 in Ixx = 1,105.83 inA4 IYY = 125.60 inA4 Sxx:-Y •94.011 in"3 Sxx : +Y •89.634 in"3 Syy : - X •41.867 in"3 Syy :+X •41.867 in"3 r xx 7.462 in r yy 2.515 in Steel Shapes HSS14x6x5/16 :1 Ixx = 271.000 inA4 Area = 11.100 inA2 lyy = 72.300 inA4 Height 14.000 in Sxx = 38.714 in"3 Width 6.000 in Syy = 24.100 in"3 HSS10x6x5/16 : 2 Area = 8160 inA2 Height 10.000 in Width 6.003 in Syy = Ixx = 118.000 inA4 53.300 inA4 23.600 in"3 17.767 in"3 - -CO Tr-0 et. Ck KO t0 x s->/6: Rotation = Xcg = Ycg = Rotation )(cg = Ycg 180 dec CCW 0.000 in 0.000 in 0 dec CCW 0.000 in -12.100 in ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Title BlockLlne 6 Steel Beam Lic. # KW-06000953 Description ; -line 5/B-C (S)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination IBC 2012 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D =2220, L = 2.780 k 3.0 ft Point Load : D = 2.220, L = 2.780 k 14.0 ft Point Load: D = 2.220, L = 2.780 k 019.0 ft Point Load : D = 2.220, L 2.780 k 25.0 ft DESIGN SUMMARY Project Title: Engineer: Project Desa: Project ID: R13-4 Prima 17 JUN 20 T4. 2:22144 Ale U1WSVdcynecic1490B-1.E� ENERCALC,. INC. 19812014, 9uild:6.14.1.2ft Vadl.14.128 Licensee ANF & ASSOCIATES Fy : Steel Yield: 46.0 ksi - - E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.685: 1 Section used for this span HSS14x6x5/16 Ma : Applied 76.454 k-ft Mn / Omega : Allowable 111.557k-ft Load Combination +D+L+H Locadca of maximum on span 14.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.695 in Max Upward 1.+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.322 in Max Upward Total Deflection 0.000 In Desic n OK Maximum Shear Stress Ratio = 0.091 : 1 Section used for this span HSS14x6x5/16 Va : Applied 11.458 k Vn/Omega : Allowable 126.264 k Load Combination +0+L+FI Location of maximum on span 28.000 ft Span # where maximum occurs Span # 1 Ratio = Ratio = Ratio = Ratio = 483 0 <360 254 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rados Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxfOmega Cb Rm Va Max Vrot Vnx/Omega +134f1 Dsgn. L = 28.00 ft 1 0.324 0.043 36.14 +D+L«H Dsgn. L = 28.00 ft 1 0.685 0.091 76.45 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. Dell orison in Span tioidCornbin adOn 11.3216 14.420 Vertical Reactions - Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 °veal MAXIMUM. - 9.672 ---- 11.458 Overall MINimum 4.608 5.401 D Only 4.608 5.401 L Only 5.064 6.056 D4i 9.672 11.458 36.14 186.30 111.56 1.00 1.00 76.45 186.30 111.56 1.00 1.00 5.40 210.86 126.26 11.46 210.86 126.26 Max. Dell Locabon Span 0.0000 0.000 Values in KIPS 121c. , lUb rt bi ANF Associates Consulting Structural Engineers Engineer. Wei Chi Liu Title Blade line 6 _ Steel Beam Lic. # : KW-06000953 Description : —IIne 41B-C (N) - CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.50, L = 0.50 k gft 20.0 ft Point Load: D=13.0, L=13.0k25.0ft DESIGN SUMMARY Project Title: Engineer. Project Descr: Project ID: Fe - Pt rOgcl.12.1UN 20'4. 220710 f1e■ 111WSVic y ne c*i14906.-1.EC6 ENERCALC. INC.1983.2014, Build:6.14.1.28, Ver &14.1.28 Fy : Steel Yield : E: Modulus : Licensee : ANF & ASSOCIATES 46.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = 0.656: 1 Maximum Shear Stress Ratio = 0.194 : 1 Section used for this span HSS14x6x5/16 Section used for this span HSS14x6x5/16 Ma : Applied 73.168k-ft Va : Applied 24.493 k Mn / Omega : Allowable 111.557 k-f Vn!Omega : Allowable 126.264 k Load Combination +04L4H Load Combination +D4L4H Location of maximum on span 24.920ft Location of maximum on span 28.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.466 in Ratio = 721 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.001 in Ratio = 336 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Mmax + Mmax - Ma - Max Mmr Mnx/0mega Cb Rrn Va Max Vnx VnxlOmega +D+H Dsgn. L = 28.00 ft 1 0.335 0.099 37.36 37.36 186.30 111.56 1.00 1.00 12.53 210.86 126.26 4D+L+H Dsgn. L = 28.00ft 1 0.656 0.194 73.17 73.17 186.30 111.56 1.00 1.00 24.49 210.86 126.26 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. Dell Location in Span Load Combination Max. Dell location in Span 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is ti1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXumum 3.636 24A93 Overall MlNinuvn 1.536 11.964 D 0r r 2.101 12.529 L Only 1.536 11.964 D+L 3.636 24.493 or , NO rE i` 6 ref ANF Associates Consulting Structural Engineers Engineer. Wei Chi Uu Title Block Line 6 Steel Beam # : KW-06000953 Description : -line 418-C (S)- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination iBC 2012 Applied Loads Beam self weight calculated and added to loads Yet r 4 1 s 3111 >< 3 4 4l — (3 3 . '( Load(s) for Span Number 1 Point Load: D=26.70, L=33.30k 19.0ft Point Load: D=3.560, L = 4.440 k (6) 25.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio =• Section used for this span Ma : Applied Mn / 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 Project Title: Engineer: Project Descc Span -28.0ft HSS14x&x5116 rc+� 3.447: 1 'Maximum Shear Stress Ratio = HSS14x6x5/16 Section used for this span 384.562 k-ft 111.557k-ft +041+H 19.040ft Span # 1 2.975 in 0.000 in 5.438 in 0.000 in Ratio = Ratio = Ratio = Ratio = Va : Applied VnlOmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 112<360 0 <360 62 <180 0 <180 360 t(L Ploiect ID: R6- 6 r led. 12 JUN 2074 229PAt TFlle = U:IWSVid yl inercol A14906-1.EC6 ENERCALC, INC. 1983-2014, By It6.14.1.28, Ver.6.14.1.28 Fy : Steel Yield : E: Modulus : D(26.7) u33.3) _ Licensee : ANF & ASSOCIATES 46.0 ksi 29,000.0 ksi 0(3-56) L(4.44) _ Service loads entered. Load Factors will be applied for calculations. Design N.G. 0.383 : 1 HSS14x6x5/16 48.422 k 126.264 k +D+L+H 28.000 ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnidOmega Cb Rm +p+H Dsgn. L= 28.00 ft 1 1.551 0.173 173.04 173.04 186.30 111.56 1.00 1.00 404141 Dsgn. l = 28.00 ft 1 3.447 0.383 384.56 384.56 186.30 111.56 1.00 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-' Dell Location in Span Load Combination D+L 1 5.4377 15.400 Vertical Reactions • Unfactored Load Cornbnation Support 1 Support 2 Overall MAX'mum 20.708 Overall MlNkn um 9.528 21.861 D Only 9.528 21.861 L Only 11.179 26.561 D+L 20.708 48.422 Support notation : Far left 13.1 Summary of Shear Values Va Max Vnx VmxOmega 21.86 210.86 126.26 48.42 210.86 126.26 Max. Dell Location in Span 0.0000 Values in KIPS 0.000 ANF Associates Consulting Structural Engineers Engineer. Wei Chi Uu Title Block Line 6 General Section Property Calculator Lic. # : KW-06000953 Description :—HSS14XSX5/16 add MSS a& 14 Final Section Properties Total Area 21.90 inA2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y c9 Dist. -7.940 in Edge Distances from CG. : +X 3.0 in X •3.0in +Y •14.940 in -Y-17.160 in Ixx = 2,108.91 in"4 7 & 't j IYY = 147.40 in"4 Sxx : -Y 122.895 in"3 Sxx:+Y 141.161in"3 >;j3.4•1 Syy : - X 49.133 in"3 Syy : +X 49.133 in"3 rxx 9.813in rYY 2.594in Steel Shapes Project Title: Engineer. Project Descr: tic HSS14x6x5/16 :1 bat = 271.000 inA4 Area = 11.100 trill lyy = 72.300 in"4 Heigh, 14.000 in Sxx = 38.714 iM3 Width 6.000 in Syy = 24.100 inA3 Protect ID: -- — — Pnrftd 1u?i 2674 3 i Fae U:1WWck ter Ic114906--1.EC6 ENERCALC, INC.1902014, Build 6.14.128, Vec6.14.128 Dom Licensee : ANF & ASSOCIATES o.,44 its 5 Ig ><,6 Rotation = 180 dec CCW Xcg = 0.000 in Ycxg = 0.000 in HSS18x6x1/4 : 2 Ixx = 419.000 in"4 Rotation = 0 dec CCW Area = 10.800 inA2 lyy = 75.100 in"4 Xcg = 0.000 in Height 18.000 in Sxx = 46.556 in"3 Yeg =-16.100 in Width 6.000 in Syy = 25.033 in"3 ANF Associates Consulting Structural Engineers Engineer: Wet Chi Uu Me Block Line 6 r General Section Property Calculator Project Title: En9ineer: Project Descr. Project ID: Izt- Kited: t 2 JUN 201k 4.07PM = krIWSVickylenerici14906-4.EC6 ENERCALC Nic. 19832014. Build:E14.128. Verk..14.1.28 Lic. : KW-06000953 Licensee : ANF & ASSOCIATES Description : -Vv30x108 reinfoiing- Final Section Properties Total Area 39.480 inA2 Calculated final C.G. clistance from Datum: X cg Dist : 0.0 in Y cg Dist. : -3.971 in Edge Distances from CG. : +X 5.250 in -X -5.250 in +y 18.871 in -Y -17.199 in W 3 3 A 1 ° lxx = 7,024.07 inA4 Iyy = 193.90 InA4 /.-: b7 to 1,-.4. axx:-Y • . 408.395 InA3 - Su : +Y • . 372.219 inA3 S7. 4-0 iil Syy : - X 36.933 inA3 1 Syy: +X 36.933 inA3 rXX 13.338 in r yy 2.216 in I Steel Shapes W30x108 : 1 Ixx = 4,470.000 inA4 Rotation = . 0 dec CCW Area = 31.700 inA2 Iyy = 146.000 inA4 Xcg = 0.000 in Height 29.800 in Sxx = 300.000 InA3 Ycg = 0.000 in Width 10.500 in Syy = 27.810 InA3 WT6x26.5: 2 hoc = 17.700 inA4 Rotation = 180 dec CCW Area = 7.780 in"2 Iyy = 47.900 inA4 Xcg = 0.000 in Height 6.030 in Sxx = 3.533 inA3 Ycg = -20.150 in Width 10.000 in Syy = 9.580 inA3 -TY PI- a ANF associates Consulting Structural Engineers Engineer: Wei Chi Liu Title Block Line 6 General Section Property Calculator Lic. # : KW-06000953 Description:-W21x44 reinforing- Frnal Section Properties Total Area 27.220 in"2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. -5.915 in Edge Distances from CG. : +X 4.485 in -X •-4.485 in +Y •16.265 in -Y-16.495 in Ixx = Iyy = Sxx : - Y Sxx:+Y Syy : - X Syy :+X rxx ryy Steel Shapes 4,025.58 inA4 85.775 W4 244.048 inA3 a--: 247.50 inA3 19.125 inA3 19.125 inA3 12.161 in 1.775 in y.1;0 x g0 .1 36t" S = 2 40 .1 W21x44 :1 Area - Height Width Ixx = 13.000 inA2 Iyy = 20.700 in Sxx = 6.500 in Syy = Wf 12x34 : 2 Area = Height Width L3x3x3/8 : 3 Area = Height Width 10.000 in"2 11.900 in 8.970 in Ixx= Iyy= Sxx= Syy Ixx = 2.110 in"2 Iyy = 3.000 in Sxx = 3.000 in Syy = L3x3x3/8 : 4 Area = Height Width 2.110 in"2 3.000 in 3.000 in Project Title: Engineer: Prqect Descr: o -. Project ID: P;ir ed 12.1Ut 2014. 4.. M Fie. U:1WSVitirybnara1c11490Gi.EC6 ENERCAI.0 INC.1983.2014, Build 6.14. Ln Ver6.14.1.28 on 843.000 inA4 20.700 In"4 81.449 inA3 6.369 inA3 Licensee : ANF & ASSOCIATES Rotation = Xc9 = Ycg = 0 dec CCW 0.000 in 0.000 in 137.000 inA4 35.200 inA4 15.498 ln"3 7.848 inA3 1.750 in"4 1.750 inA4 0.827 inn 0.827 inA3 hoc = 1.750 in"4 Iyy = 1.750 inA4 Sxx = 0.827 inA3 Syy = 0.827 inA3 Rotation = 9= Ycg = 180 dec CCW 0.000 in -19.350 in Rotation Xcg = Ycg = 0 dec CCW -2.500 in 7.700 in Rotation = Xcg Ycg 90 dec CCW 2.500 in 7.700 in tO l{f A i 6 At in d o 3 0 am, • ‘ION -x�-a:F�,necru .mot.. Fil RAM Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 09:38:39 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line B-3 Fy (ksi) = 36.00 Column Size = W10X49 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 6: Dead Live Roof Axial (kip) 83.28 79.97 23.12 Moments Top Mx (kip-ft) -2.03 0.57 -0.93 My (kip-ft) 0.59 2.16 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kiP-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + O.SRF) Pu (kip) = 239.44 0.90*Pn (kip) = 301.47 Mux (kip-ft) = 1.98 0.90*Mnx (kip-ft) = 163.08 Muy (kip-ft) = 4.82 0.90*Mny (kip-ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Blx = 1.00 B1y = 1.16 INTERACTION EQUATION Pu/0.90*Pn = 0.794 Eq H1-1 a: 0.794 + 0.011 + 0.056 = 0.861 Gravity Column Design C- Z RAM RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center ma11-7(OMF) Building Code: IBC Page 2/2 06/12/14 09:39:16 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line B-4 Fy (ksi) = 36.00 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: Column Size Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Skip -Load Case 1: Axial (kip) Moments Top Mx (kip-ft) My (kip-ft) Bot Mx (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + Pu (kip) = 124.32 Mux (kip-ft) = 2.10 Muy (kip-ft) = 12.30 Rm Cbx Cmx Pex (kip) Blx 1.00 1.67 0.60 1446.91 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.412 EgH1-la: 0.412+0.011 +0.143 =0.567 X-Axis 19.33 1 Yes 7.50 0.00 Dead 47.10 0.72 4.00 0.00 0.00 1.6LL + 0.5RF) 0.90*Pn (kip) _ 0.90*Mnx (kip-ft) _ 0.90*Mny (kip-ft) Cmy Pey (kip) B1y = W 10X49 Y-Axis 19.33 1 Yes 7.50 0.00 Live 35.06 0.77 4.68 0.00 0.00 301.47 163.08 76.41 0.60 496.84 1.00 Roof 23.39 0.00 0.00 0.00 0.00 RAM Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC C- 3 Page 2/2 06/12/ 1 4 09:41:02 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line B-5 Fy (ksi) = 36.00 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: Column Size = W 10X49 X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 10: Dead Live Roof Axial (kip) 71.16 70.54 23.39 Moments Top Mx (kip-ft) -0.85 -0.24 0.00 My (kip-ft) -0.84 -2.16 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 209.95 0.90*Pn (kip) = 301.47 Mux (kip-ft) = 1.40 0.90*Mnx (kip-ft) = 163.08 Muy (kip-ft) = 4.64 0.90*Mny (kip-ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Bix = 1.00 Bly = 1.04 INTERACTION EQUATION Pu/0.90*Pn = 0.696 Eq H l -1 a: 0.696 + 0.008 + 0.054 = 0.758 Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center ma11-7(OMF) Building Code: IBC Page 2/2 06/12/14 09:39:54 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line C-3 Fy (ksi) = 36.00 Column Size = W10X60 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K l 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.60 7.55 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 6: Dead Live Roof Axial (kip) 80.32 79.86 22.40 Moments Top Mx (kip-ft) -11.74 -14.90 0.00 My (kip-ft) 6.97 10.75 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 235.36 0.90*Pn (kip) Mux (kip-ft) = 37.93 0.90*Mnx (kip-ft) _ Muy (kip-ft) = 25.56 0.90*Mny (kip-ft) 371.03 201.42 94.50 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1813.95 Pey (kip) = 617.06 Bix = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.634 Eq H1-la: 0.634 + 0.167 + 0.240 = 1.042 oVtY 4 S lid RAM Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC C- Page 2/2 06/12/14 11:20:03 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line C-4 Fy (ksi) = 36.00 Column Size = W10X49 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 10: Dead Live Roof Axial (kip) 93.21 90.36 22.40 Moments Top Mx (kip-ft) -2.50 -0.56 0.00 My (kip-ft) -0.40 -2.53 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 267.63 0.90*Pn (kip) = 301.47 Mux (kip-ft) = 3.90 0.90*Mnx (kip-ft) = 163.08 Muy (kip-ft) = 5.90 0.90*Mny (kip-ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Blx = 1.00 B1y = 1.30 INTERACTION EQUATION Pu/0.90*Pn = 0.888 Eq Hl-la: 0.888 + 0.021 + 0.069 = 0.978 Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC e--b Page 2/2 06/12/14 11:20:57 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line C-5 Fy (ksi) = 36.00 Column Size = W10X49 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.50 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 6: Dead Live Roof Axial (kip) 71.56 74.20 22.40 Moments Top Mx (kip-ft) 0.44 1.38 0.00 My (kip-ft) 0.05 2.18 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 215.79 0.90*Pn (kip) = 301.47 Mux (kip-ft) = 2.73 0.90*Mnx (kip-ft) = 163.08 Muy (kip-ft) = 3.76 0.90*Mny (kip-ft) = 76.41 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1446.91 Pey (kip) = 496.84 Blx = 1.00 B1y = 1.06 INTERACTION EQUATION Pu/0.90*Pn = 0.716 Eq HI -la: 0.716 + 0.015 + 0.044 = 0.774 Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC c7 06/12/14 11:19:07 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line 27.75ft-108.50ft Fy (ksi) = 46.00 Column Size Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: = HSS6X6X5/16 X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 1: Dead Live Roof Axial (kip) 17.98 22.35 0.00 Moments Top Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 57.34 0.90*Pn (kip) = 135.06 Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) = 46.92 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 46.92 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 182.46 Pey (kip) = 182.46 Blx = 1.46 Bly = 1.46 INTERACTION EQUATION Pu/0.90*Pn = 0.425 EgHl-1a: 0.425+0.000+0.000=0.425 Gravity Column Design RAM Steel 14.06.01.00 DataBase: 14906 Mervyn's south center mall-7(OMF) Building Code: IBC 06/12/14 11:19:26 Steel Code: AISC 360-10 LRFD Story level 2nd FL, Column Line 55.75ft-108.50ft Fy (ksi) = 46.00 Column Size Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: = HSS6X6X1/2 X-Axis Y-Axis Lu (ft) 19.33 19.33 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Skip -Load Case 1: Dead Live Roof Axial (kip) 22.72 26.76 0.00 Moments Top Mx (kip-ft) -5.19 -7.15 0.00 My (kip-ft) 4.93 5.11 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 70.08 0.90*Pn (kip) = 194.35 Mux (kip-ft) = 17.67 0.90*Mnx (kip-ft) = 68.31 Muy (kip-ft) = 14.10 0.90*Mny (kip-ft) = 68.31 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 256.93 Pey (kip) = 256.93 Blx = 1.00 Bly 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.361 Eq H1-la: 0.361 + 0.230 + 0.183 = 0.774 In In 1 ,82 ' • r a 7 6 a d r L y. • <,L Tel: (626) 4484182 ANF & ASSOCIATES Fax: (O 44s-s092 ultin Structural n 'Pad: alnaMpncbeO.ec L! 2O TeM:r Avenue, Suite 113, Et Mane, CA il731 rfr. 0,14)4 ! r6 IMP to —&'3> 1- �� ,,tg z3 I 14.291T-Ik. ih �4a� oiF sl46 40 r- Jos No. l L1 io DATE SH. OF ..— ;. pa t COW,6Jwt atL tuns —yv`rr.. \--416° o_ g4, I(N)teet k _4Ps11 ,< tom!k �1 k,SE)S1 to_ - _�tg*i "T) 2FL g- I I t I 171 1.. I i60.10t` I R I _co t b'1 l- ,1 ts91� I �' C� ‘Ni �tv4 l<t t1;07 ``11 _.I �.Ti l c ��Eti zz� Ic CI$ ) C tI ti) ill K- . 1 : kt) ) 6t� It I I I I f4 ►)1 (N) new Col (oa.dl C-) F,rC; st ? , cam( t o e ok CP) ot 10.4 too Kew SlRt, 1:x 14' ,c if grovlc s,rx2x aZ' . P; (4t5 aUo 4 340 ( e (e at(o.,a (.).3 GA t`(e. pt« tctx iZ x 6,1 ( Asti, 6"(S',c3.' ,'t = 36 k ) l `«d(c 6., t $ x i-qt. ,t fo' = 4ti s k Td: (636) 448.8182 Joe No f 4'90 ANF & ASSOCIATES Fu: (616) 48-8e92 S rue1 eit Diemen Ell": mnal@pnballet By V L i c( 112E Teledr Avenue, Ste 118, E1 Monte, CA 11731 C ((t 6v. Z z (Ot (_) + tart„ ¢Sc.. ctdr- ta, F- Rg = ZLt (t.S)( ttyL =>�•3k <PO4> (.N) p(T w-J( gro h 6m Qt=s8-61 sit 1 DATE 5f' b " op on s-4-4xo,°1r = ipso ttf- ,,s-� b;fA 4=Ot(4f- (,�S�c 0 4 '� /LC = to?.7 k— ft. A5 , v o, 7 46o x.t-4 o. �r t - o,c-o 6e/4 0, ay- 33 = Pr.,:�, dee.=r Ar5= 0,45 -- °J91 b �, P $'''`)c aw 4. de r R* m. of evAltrr pm,v D,(c x oco7S+'Sxo.W1=-01&'3 P(f )(0,( = 0, ( tq f 6xuxs f Q x (is 1 6x r + °03 - 1 Z bx4 + :0' )7 = 6?3 9 PO t>k deS; z —*r kips Tel: (62 6) 4i8-8182 ANF & ASSOCIATES Fax: ( per Casaba Stnetea! &Ed: an 9410 Tebbe Mean, Smite 113, Et Mate, CA 91731 k ? k t44,.y 1 -11 l31 e A fig. tjtk (r) x3 +- t, x(3 1 Xis 13, k_ft Joe No. + 4 c76 BY DATE SFt. ,e1"Go AST 0/ at ,itl :; = 0 312- 3 _ (j+3.$)Xp.1S= (, 3 i- 0131,2-- Z Ofo 00 4e( C ,3 o,°VT' 04-t. —fir ) 3 (J. Z. oak + OK I fib, z .JO i 7 . It -I A Rf ` • ttsb 5 A t + 2. X ),,$) , os f 5"= %i71 ' 5 O, t (1sJ ' f (1)..cc 1 c9 f 1. Z 4-f, s k ,t (. b)'( 17 %$ + (I1, b -,(1 );t ,, ' ''�9 p--f , . (,) okrtrsvidk 4- #8 (45— ), i t3 0 '1e1: 626) 448-8182 ANF & ASSOCIATES Fax: (626) 4484092 . na: alifialaPathellet 9420 Tddar Amine, Sake 1111, MaKe, CA 91731 41,8 t _ � NO. DATE OF covkloto- ,at o_bX iL(Otkst-)xt`I Rg (o, 6xt( + (1,9121,ss-)Xt7 3 o (<-;rs (ittk = t'f' 37,3x(4 bVrovicA& '4 37, 3 k9p lArp _ (,t-, f c 0 (r- = (c 3 (c ( f- 1.41. = ( x o,( = O,t (c(.f-- (,s3x (1-L 168' tbg x e 0,1x60)(11 0,69I _ cry I o , ' O,O3 ta-Yt4 s=o, 69! x. =- nt` (.' +� Prov:G{t i—el• As. ttzv rri 0,k, = tzg= 3 !) t t,$)x 1 4 t4 4• = (,S3x /fit t-rr, = Ic(F3 37,S- t'' -ft a,1 (ba S1' neeJ pro v;(le . 0,153,c -3—= t7+i°3 iz ik = (, s 3 x 1%6 —10 �i k As ANF Associates Consulting Structural Engineers Engineer Wei Chi Liu Title Blot( Line 6 Concrete Beam Lic. # : KW-06000953 Description : -line-A.51 between 3-4 Grade Beam Chedc- CODE REFERENCES Calculations per ACl 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc fr= fcln * 7.50 IV Density it LtWt Factor Elastic Modulus = fy - Main Reber _ E - Main Reber = 3.0ksi = 410.792 psi = 145.0 pcf = 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Load Combination IBC 2012 di Phi Values Flexure : 0.90 Shear : 0.750 = 0.850 p1 Fy - Stirrups E - Stirrups = Stirrup Bar Size # = Project Title: Engineer: Project Descr. 40.0 ksi 29,000.0 ksi # 3 2 Beam is supported on an elastic foundation, Soil Subarade Modulus = 250.9 Project ID: Primed' 12 ,kiN 2014. 3,40PM - - -- - fie = u:1WS$AckyienercakU4906--4.EC6 ENERCALC, INC. 1983-2014, Buitl:6.14.1.28, Ver.6.14.128 Licensee : ANF & ASSOCIATES L. 301n D(42) 1(4.6) D(7.6)1(6.4) 1II t r 1)(1.14lQ) LI1.A31 D(4.2)1(4.6) } 30"wx24"h spen=32.o ft Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Height = 24.0 in Span #1 Reinfordng.... 4•#8 at 3.0 in from Bottom, from 2.0 to 30.0 ft in this span 3419 at 3.0 in from Top, from 15.0 to 32.0 ft in this span 3419at3.0infrom Top, from 0.0to17.0ftinthis span Applied Loads Beam self weight calculated and added to loads Point Load: D=4.20, L = 4.60 k (0. 19.0 ft PointLoad: D=7.60, L=8.40k25.0ft Point Load: D=4.20, L=4.60k31.0ft Uniform Load: D = 0.0750, L = 0.10 ksf, Tributary Width = 15.30 ft, (Slab) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.050: 1 Section used for this span Typical Section Mu :Applied 1.171 k-ft MnPhi : Allowable 23.565 k-ft Load Combination +1.20D+1.60L40.50S+1.60H Location of maximum on span 31.247 ft Span # where maximum occurs Span # 1 649 at 3.0 in from Top, from 0.0 to 9.60 ft in This span 548 at 3.0 in from Bottom, from 3.20 to 28.80 ft in this span 649 at 3.0 in from Top, from 22.40 to 32.o ft in this span 6419 at 3.0 in iron Top, from 0.0 to 9.60 ft in this span Service loads entered. Load Factors will be applied for calculations. Design 0 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Soil Pressure = 2.539 ksf at Cross Section Strength & Inertia Cross Section Bar Layout Description Section 1 3- #9 a d=3',6-09 a d--3', Section 2 4- 88 @ d=21',3- #9 @ d=3',6-89 d=3', Secke 3 4- #81a d--21',5-#8 ® d=21',3-#9 d=3',6- #9 d=3 Section 4 4- 88 (# d=21',5- #8 a d=21',3- #9 a d=3', Section 5 4 08 =21',5- 88 @ d=21',3-#9 @ d=3',3- #9 ©d=3', 32.00 ft 0.000 in 0.000 In 0.071 in 0.019 in Top & Bottom references are for tension side of section Max Mu (k-ft) PhrMn (k-ft) Moment of Inertia _(inA4 ) _Bottom Top Botkim - - - Top I� la -Bottom la -Top 0.00 0.00 23.56 707.56 34,560.00 159.77 19,199.34 0.00 0.00 281.16 739.91 34,560.00 9,050.94 19,903.22 0.00 0.00 601.44 751.25 34,560.00 17,534.22 20,647.27 0.00 0.00 597.15 268.11 34,560.00 16,745.79 8,610.22 0.00 0.00 600.59 511.73 34,560.00 17,170.13 15,182.87 ANF Associates Consulting Structural Engineers Engineer: Wel Chi Liu Title Block line 6 Concrete Beam L c # • KW-06000953 Project Title: En9ineer Project Descr: Description -ine-A,5/ between 3-4 Grade Beam Check -- Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reld 11.4.6.1, use saws spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Bending Stress Results ( k-ft) - Location (ft) Segment Length Span # in span Mu: Max pnyurni Stress Ratio MAXimum BENDING Envelope Span it 1 1 31.247 +1.40D+1.60H Span#1 1 31.247 +1.200+1.60L+0.50S+1.60H Span IS 1 1 31.247 Overall Maximum Deflections - Load Combination 1.17 23.56 0.05 0.55 23.56 0.02 1.17 23.56 0.05 Unfactored Loads Span Max. Dell Location in Span Load Combination Project ID: Pnrxed. 121012014. 319P1,1 File: ENERCALC, ENERCALC, INC. 1983-2314, Build:6.14.128, Ver.6.14.1.28 Licensee . ANF & ASSOCIATES Span 1 Maximum Deflections for Load Load Combination D Only D+L D4L+S D+L+L17 .11 4.019 4-035 4453 4.070 1 0.0705 32.000 Combinations - Unfactored Loads Span Max. Downward Dell Location in Span 1 0.0364 32.000 1 0.0705 32.000 1 0.0705 32.000 1 0.0705 32.000 Max. Dell Location in Span 0.0000 Max. Upward Dell Location in Span 0.0000 0.000 0.0000 0.000 0.0000 0.003 0.0000 0.000 0.000 Mae 244 244 545 11.47 1440 Distance (ft) • 4.1.440+1.1111•1 • al.24D+1.110L+5.244.1.111411 1147 14.(4 1749 17.49 Distance (ft) • +1.411D+1.4111 • 42.300•L4w.44.511444.11391 29.71 20.71 23.72 2312 26.73 23.73 2934 29.74 1.7• 4.42 Summay of Values per Beam Span 7.47 1031 13.16 16.00 Distance (?t) a D 0.1y 1111 0+1. U D4,114 U D.11.*L. 11144 21.69 2453 2730 3032 ANF Associates Consulting Structural Engineers Engineer Wei Chi Liu Title Bock Line 6 Concrete Beam Project Title: Engineer: Project Descr. Project ID: 1'S83 Pnyled.1211N 2014. VORA Fee =u:lWSVice1e114906-4.EC8 ENERCALC, INC.19832014, Build:6.14.1.28, Ver6.14.1.28 Lic. : KW-06000953 Licensee : ANF & ASSOCIATES Description : -die-A.5/ between 3-4 Grade Beam Check - Beam Span Moments & Shears at Incremental Locations Load Type/ Combination Span Location (ft) §pan ID MAXimum BENDING Envelope 0.00 Span 1 MAXimum BENDING Envelope 3.39 Span 1 MAXimum BENDING Envelope 6.78 Span 1 MAXimum BENDING Envelope 10.16 Span 1 MAXimum BENDING Envelope 13.55 Span 1 MAXimum BENDING Envelope 16.94 Span 1 MAXimum BENDING Envelope 20.33 Span 1 MAXimum BENDING Envelope 23.72 Span 1 MAXimum BENDING Envelope 27.11 Span 1 MAXknum BENDING Envelope 30.49 Span 1 MAXimum SHEAR Envelope 0.00 Span 1 MAXimum SHEAR Envelope 3.39 Span 1 MAXimum SHEAR Envelope 6.78 Span 1 MAXimum SHEAR Envelope 10.16 Span 1 MAXimum SHEAR Envelope 13.55 Span 1 MAXimum SHEAR Envelope 16.94 Span 1 MAXimum SHEAR Envelope 20.33 Span 1 MAXimum SHEAR Envelope 23.72 Span 1 MAXimum SHEAR Envelope 27.11 Span 1 MAXimum SHEAR Envelope 30.49 Span 1 +1.40D+1.60H 0.00 Span 1 +1.40D+1.60H 3.39 Span 1 +1.40D+1.60H 6.78 Span 1 +1.40D+1.60H 10.16 Span 1 +1.40D+1.60H 13.55 Span 1 +1.40D+1.60H 16.94 Span 1 +1.40D+1.60H 20.33 Span 1 +1.40D+1.60H 23.72 Span 1 +1.40D+1.60H 27.11 Span 1 +1.40D+1.60H 30.49 Span 1 +1.20D+1.60L+0.505+1.60H 0.00 Span 1 +1.20D+1.60L+0.505+1.60H 3.39 Span 1 +1.20D+1.60L+0.505+1.60H 6.78 Span 1 +1.20D+1.60L+0.505+1.60H 10.16 Span 1 +1.20D+1.60L+0.50S+1.60H 13.55 Span 1 +1.20D+1.60L+0.50S+1.60H 16.94 Span 1 +1.20D+1.60L+0.50S+1.60H 20.33 Span 1 +1.20D+1.60L+0.505+1.60H 23.72 Span 1 +1.20D+1.60L+0.50S+1.60H 27.11 Span 1 +1.20D+1.60L+0.50S+1.60H 30.49 Span 1 Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) Overall MAXimum Envelope 0.00 Span 1 0.035 Overall MAXimum Envelope 3.20 Span 1 d.036 Overall MAXimum Envelope 6.76 Span 1 0.038 Shear (k) Mom ent (ft-k) 0.000 0.000 0.000 -1.883 0.000 -6.269 0.000 -10.874 0.000 -12.228 0.000 -4.904 0.000 2.075 0.000 7.881 0.000' -1.726 0.000 -1.644 0.785 0.000 -0.205 0.000 -0.607 0.000 -0.182 0.000 1.559 0.000 5.263 0.000 -1.015 0.000 7.479 0.000 -4.473 0.000 7.916 0.000 0.405 0.000 0.000 -0.891 -0.253 -2.965 0.000 -5.141 0.773 -5.777 2.525 -2.308 -0.461 0.978 3.555 3.674 -2.070 -0.865 3.791 -0.784 0.785 0.000 -0.205 -1.883 -0.607 -6.269 -0.182 -10.874 1.559 -12.228 5.263 -4.904 -1.015 2.075 7.479 7.881 -4.473 -1.726 7.916 -1.644 ANF Associates Consulting Structural Engineers Engineer. Wei Chi Uu Title Block Line 6 Concrete Beam Project Title: Engineer; Project Descr: Project ID: Pnniea: 12 AM 2014. 3:40 Fie =u1WS Ydckrlenercalc114906-4. C6 ENERCALC, INC.191332014, 9uild:6.14.1.26, Verr.6.14.1.26 Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description : line-A.51 between 3-4 Grade Beam Check - Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) Overall MAXimum Envelope 10.31 Span 1 0.040 Overall MAXimum Envelope 13.87 Span 1 0.044 Overall MAXimum Envelope 17.42 Span 1 0.050 Overall MAXimum Envelope 20.98 Span 1 0.056 Overall MAXimum Envelope 24.53 Span 1 0.061 Overall MAXimum Envelope 28.09 Span 1 0.065 Overall MAXimum Envelope 31.64 Span 1 0.070 Overall MAXimum Envelope 32.00 Span 1 0.071 D Only 0.00 Span 1 0.019 D Only 3.20 Span 1 0.020 D Only 6.76 Span 1 0.021 D Only 10.31 Span 1 0.022 D Only 13.87 Span 1 0.024 D Only 17.42 Span 1 0.026 D Only 20.98 Span 1 0.029 D Only 24.53 Span 1 0.032 D Only 28.09 Span 1 0.034 D Only 31.64 Span 1 0.036 D Only 32.00 Span 1 0.036 D+L 0.00 Span 1 0.035 D+L 3.20 Span 1 0.036 D+L 6.76 Span 1 0.038 D+L 10.31 Span 1 0.040 D+L 13.87 Span 1 0.044 D+L 17.42 Span 1 0.050 D+L 20.98 Span 1 0.056 D+L 24.53 Span 1 0.061 D+L 28.09 Span 1 0.065 D+L 31.64 Span 1 0.070 D+L 32.00 Span 1 0.071 D+L+S 0.00 Span 1 0.035 D+L+S 3.20 Span 1 0.036 D+L+S 6.76 Span 1 0.038 D+L+S 10.31 Span 1 Q.040 D+L+S 13.87 Span 1 0,044 D+L+S 17.42 Span 1 0.050 D+L+S 20.98 Span 1 0.056 D+L+S 24.53 Span 1 0.061 D+L+S 28.09 Span 1 0.065 D+L+S 31.64 Span 1 0.070 D+L+S 32.00 Span 1 0.071 ANF Associates Consulting Structural Engineers Engineer: Wei Chl Liu Title Blodc Line 6 ( Concrete Beam Lic. # : KW-06000953 Desa on : -line-A.51 between 3-4 Grade Beam Check - Beam Span Deflections at Incremental Locations Load Type/ Combination- Span Location (ft) Span ID D+L+Lr D+L+Lr D+L+Lr D+L+Lr D+L+Lr D+L+Lr D+L+Lr D+L+Lr D+L+Lr D+L+Lr D+L+Lr Detailed Shear Information 0.00 Span 1 3.20 Span 1 6.76 Span 1 10.31 Span 1 13.87 Span 1 17.42 Span 1 20.98 Span 1 24.53 Span 1 28.09 Span 1 31.64 Span 1 32.00 Span 1 Project Title: Engineer. Project Descr: Deflection (in) 0.035 0.036 0.038 0.040 0.044 0.050 0.056 0.061 0.065 0.070 0.071 Project ID: Prttned: 12 JUN2014. 340N Fie = u:1WSViicktenercalc114906-4.EC6 ENERCIILC, INC.19832014. Build:6.14.1.28. Ver6.14.1.28 Licensee : ANF & ASSOCIATES Span Distance 'd Vu (k) Load Combination Number (11) (in) Actual Design +1.200+1.601.+0.50S+1,60H +1.200+1.60140.50S+1.6011 +1.20D+1.60L+0.50S+1.60H +1.20D+1.601.+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.200+1.60L+0.50S+1.60H +1.20D+1,60L+0.50S+1.60H +1.200+1.60140.50S+1.60H +1.200+1.601+0.50S+1.60H +1.20D.1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.200+1.60L+0.505+1.6011 +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +120D+1.60L+0.50S+1.60H +1.200+1.60L+0.50S+1.60H +1200+1.60140.509+1.60H +1.20D+1.601.+0.50S+1.60H +120D+1.60L+0.50S+1.60H +1.20 D+1.60 L+0.50S+1, 60 H +1200+1.60L+0.50S+1.601 +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L40.505+1.60H +120D+1.60L+0.50S+1.60H +120D+1.601.40.50S+1.601 +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.505+1.6OH +1.20D+1.60L+0.50S+1.60H +1.20 D+1.6O L+0.505+1.60 H +1.20D+1.60L+0.50$+1.60H +1.200+1.601.40.505+1.60H +1.20D+1.601-+0.50S+1.60H +1.20D+1.60L40.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H 0.00 0.38 0.75 1.13 1.51 1.88 2.26 2.64 3.01 3.39 3.76 4.14 4.52 4.89 5.27 5.65 6.02 6.40 6.78 7.15 7.53 7.91 828 8.66 9.04 9.41 9.79 10.16 10.54 10.92 11.29 11.67 12.05 12.42 12.80 13.18 13.55 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 21.00 0.78 0.65 0.52 0.40 028 0.17 0.00 0.00 0.00 -0.20 -028 -0.35 -0.41 -0.46 -0.51 -0.55 -0.58 -0.60 -0.61 -0.61 -0.60 -0.58 -0.54 -0.50 -0.44 -0.37 -028 -0.18 0.00 0.00 022 0.39 0.58 0.79 1.03 128 1.56 0.78 0.65 0.52 0.40 0.28 0.17 0.00 0.00 0.00 0.20 028 0.35 0.41 0.46 0.51 0.55 0.58 0.60 0.61 0.61 0.60 0.58 0.54 0.50 0.44 0.37 0.28 0.18 0.00 0.00 0.22 0.39 0.58 0.79 1.03 1.28 1.56 Mu dWuIMu Phi'Vc Comment PhrVs PhrVn Spacdrg (in) (k-fl) (k) 0.00 49.17 0.00 49.17 1.00 66.05 1.00 66.05 1.00 66.05 1.00 71.97 0.00 49.17 0.00 49.17 0.00 49.17 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 1.00 79.38 0.89 66.01 0.65 61.53 0.40 56.81 0.00 49.17 0.00 49.17 0.45 57.61 0.77 63.83 1.00 68.13 1.00 68.13 1.00 68.13 1.00 68.13 1.00 68.13 0.00 0.00 0.11 023 0.41 0.62 0.88 1.18 1.51 1.88 2.28 2.71 3.16 3.64 4.14 4.65 5.18 5.72 627 6.82 7.37 7.92 8.46 8.98 9.50 9.98 10.45 10.87 11.27 11.61 11.91 12.15 12.32 12.43 12.45 12.39 1223, (k) (k) Req'd Suggest Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhNd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reid 1 0.0 0.0 0.0 Vu < PhtVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0A 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhNd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 OD 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0D 0.0 0.0 Vu <PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhNd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu <PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhIVd2 Not Reqd 1 00 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PIiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 Vu < PhiVd2Not Reqd 1 0.0 0.0 0.0 ANF Associates Consulting Structural Engineers Engineer. Wei Chi Liu Title Blodc Line 6 Concrete Beam Project Title: Engineer: Project Descr: Project ID: Pmpt 12 JUN 2O 4. 1:L6PM FAe �1WSYicNyler�ceic114906--4.EC6 -- ENERCALC, 114C.19612014, Biid:6.14.1.28, Ver.6.14.1.28 Lic. # • KW-0600C953 Licensee : ANF & ASSOCIATES Description : -line-A.51 between 3-4 Grade Beam Check - Detailed Shear information Load Combination +1.20D+1.60L+0.50S+1.i +1.20D+1.601.40.50S+1.60H +1.20D+1.601.+0.50S+1.60H +1.200+1.601.40.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1,60L+0.50S+1.60H +1.200+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.601+0.50S+1.60H +1.20D+1.60L+0.50S+1,60H +120D+1.601.+0.50$+1,60H +1.200+1.601+0.505+1.60H +1.200+1.601+0.505+1,60H +1.200+160L+0.50S+1,60H +120D+1.60L40.50S+1.60H +1.20D+1601.40.50S+1.60H +1.20D+1.601.+0.50S+1.60H + 1.20D+1.60L+0.50S+1.60H +1.200+1.60L+0.50S+1.60H +1.200+1.6000.50S+1.60H +1.20D+1.60L+0.505+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +120D+1.60L40.50$+1.601.1 +1.20D+160L+0.50S+1.60H +12013+1.601+0.50S+1.60 H +1.20D+1,60L+0.505+160H +1.20D+160L+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+160L40.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1200+1.601+0.505+1.60H +1.20D+1.801.+0.50S+1.60H +120D+1601.40.50.9+1.60H +120D+1.60140.50S+1.60H +1200+1.60140.50S+1.60H + 1.20D+1.60L+0.50S+1,60H +1.20D+1.601.40.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1i0D+1.60L40.50$+1.60H +1.20D+1.60L+0.50S+1.60H +1.200+1.601+0.500+1.60H +1200+1.601+0.50S+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60L40.50S+1.60H + 120D+1601.+0.50S+1.60H +1.200+1.601+0.50S+1.60H Span Distance 'd' Vu (k) Mu d'Vu1Mu Phi'Vc Comment Phi'Vs Phi** Spacing (in) Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Redd Suggest 1 13.93 21.00 1.86 1.86 11.96 1.00 68.13 Vu < PhNd2 Not Reqd 1 0.0 0.0 0.0 1 14.31 21.00 2.19 2.19 11.58 1.00 68.13 Vu < PhiVcl2 Not Reqd 1 0.0 0.0 0.0 1 14.68 21.00 2.54 2.54 11.08 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 15.06 21.00 2.93 2.93 10.45 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 15.44 21.00 3.33 3.33 9.67 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 15.81 21.00 3.77 3.77 8.74 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 16.19 21.00 4.24 4.24 7.64 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 16.56 21.00 4.74 4.74 6.36 1.00 73.75 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 16.94 21.00 5.26 5.26 4.90 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0,0 0.0 0.0 1 17.32 21.00 5.82 5.82 3.25 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 17.69 21.00 6.41 6.41 1.38 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 18.07 21,00 7.03 7.03 0.71 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 18.45 21.00 7.68 7.68 3.04 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 18.82 21.00 8.36 8.36 5.61 1.00 68.13 Vu < PhiVcl2 Not Reqd 1 0.0 0.0 0.0 1 19.20 21.00 -3.33 3.33 5.95 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 19.58 21.00 -2.59 2.59 4.38 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 19.95 21.00 -1.82 1.82 3.08 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 20.33 21.00 -1.02 1.02 2.07 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 20.71 21.00 -0.19 0.19 1.37 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 21.08 21.00 0.67 0.67 0.98 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 21.46 21.00 1.56 1.56 0.91 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 21.84 21.00 2.47 2.47 1.17 1.00 68.13 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 22.21 21.00 3.42 3.42 1.78 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 22.59 21.00 4.39 4.39 2.75 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 22.96 21.00 5.39 5.39 4.08 1.00 79.38 Vu < PhVd2 Not Reqd 1 0.0 0.0 0.0 1 23.34 21.00 6.42 6.42 5.79 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 23.72 21.00 7.48 7.48 7.88 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 24.09 21.00 8.56 8.56 10.37 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 24.47 21.00 9.67 9.67 13.28 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 24.85 21.00 10.81 10.81 16.59 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 25.22 21.00 -10.59 10.59 15.30 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 25.60 21.00 -9.41 9.41 10.99 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 25.98 21.00 -8.21 8.21 7.12 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 26.35 21.00 -6.98 6.98 3.71 1.00 79.38 Vu < PhVd2 Not Reqd 1 0.0 0.0 0.0 1 26.73 21.00 -5.74 5.74 0.76 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 27.11 21.00 4.47 4.47 1.73 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 27.48 21.00 -3.19 3.19 3.73 1.00 79.38 Vu <PhVd2 Not Reqd 1 0.0 0.0 0.0 1 27.86 21.00 -1.88 1.88 525 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 2824 21.00 -0.55 0.55 6.28 1.00 79.38 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 28.61 21.00 0.81 0.81 6.81 1.00 71.97 Vu < PhiVd2 Not Reqd 1 0.0 0.D 0.0 1 28.99 21.00 218 2.18 683 1.00 71.97 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 29.36 21.00 3.58 3.58 6.33 1.00 71.97 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 29.74 21.00 5.00 5.00 5.31 1.00 66.05 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 30.12 21.00 6.45 6.45 3.75 1.00 66.05 Vu < PhIVd2 Not Reqd 1 0.0 0.0 0.0 1 30.49 21.00 7.92 7.92 1.64 1.00 66.05 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 1 30.87 21.00 9.41 9.41 1.01 1.00 66.05 Vu < PhiVe12 Not Reqd 1 0.0 0.0 0.0 1 31.25 21.00 -1.47 1.47 1.17 1.00 66.05 Vu < PhNd2 Not Reqd 1 0.0 0.0 0.0 1 31.62 21.00 0.00 0.00 0.30 0.00 49.17 Vu < PhiVd2 Not Reqd 1 0.0 0.0 0.0 ASSOCIATES Td: (61� 448-$182 Co &ANF es Freutl l42ta' Tebhr Avenue, Sake 118, El Moats, CA 81131 )ct4-t, H&Alo5 r tom". Afire 4.9u-&ra ONE- tilf,,014,120 GoanO, Jos No. I ill ° to BY DY DATE SH. — t OF N r1 4 & ICI fLogokt, tee 1 t•i»,r)- do'? dIthel 4- 5 etri o .07 H -refL Dee- •5 ,NKn.flekt . tivD e-etLttei MP/4- . I trp -FH4tri wt./ ctsr g-01.14-14) a 40,000 err -STD- 4-4► Ni 5 : Val, c . 47114-fu-n*L `rcL tii (721,000 4i Mevt-toli- 4>►t,(CK VeNee1l. t7lrcit.- 4^6..0 let itIALL $itKi.: $4tto,4 'iE e erik .�� 4 - CoPsit, 7- i1. Welt-rt oN ce-01 i-Lmqi- 46 P4 ��T� Tel: (624) 448-8182 AIS F & ASSOCIATES Fax: (626) 418-8892 Coosking Structural Engbeen &silk un616611peebdt.net 04211Tee ter Arewe, Sulte 118, El Meats, CA 91731 V4r) -1-t- - D L . Jos No. I D(p BY DATE SH. { 5 -2.. , , 50. Cp ` 221a, N.w e Jc_ CA( '- -c� 4art-+-t I,a k (.titterty 2 •D MeT) 4.5 •` MUKL.EiL.. (OP'4P ?LAT (e2 t ? Pawl torJ ?tog- ot Arfuccf1 t:.. I%5 n,wce(',.....r. 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Rs V 7:- 0.1 \J VR VA CliCcFc 2^49 f fecon- 1)118* � u43 JOB NO10 DO BY DATE SH.Ps•4O 61114t1 N►} •1t 7L N 1C.4 ) te, -(1/74-#35'Ag-_) is (46'7) eoLif_ lr2 ck Y $1 ,s <� 3c sib ztair 14, ••\ ('"fpra M i q ti • • ANF OCIAITS ;rat( 448.818Z �Cossuldag St Structural d: ellaUSRPackbet (tit 2 l42i TAW Avenue, Site 111, FJ Movie, CA 91731 JOB NO BY DATEQ 5H. r sr S OF Lidgbie 9t C.GN CAN t.. 1 t ~eI 'E1cttec 32 4+ t stc ram► -z1.s _ etro.s ggrefrate erwt..c. Lotoitt -lb ionbiel4 1,47 Lf- 9Tgt, /�- Ne4lAc?itel Mal*L Deck ��mL f 2friii N W e¶ 'V l"et w/ 6X4-to (,a- c (.r4 AU-et.O. VolArTNrIA--efet -%isreft__ -.2:„.1:ao JLE. ....... 714-10 0.k . <4411,1)` b= • )..(341) 1.e l o %T et R - 3.25 4, pi. _Ave. 0.312 Cs 3.vs w ASP' U = es = . �61 W= o. 7 Vt% 3,0 w 639 po 4M 44..641)s = � ��� ►'t.,iA /fibw Gct.f- 7 2.,1 o k. Tel: (626) 448-8182 ANF& ASSOCIATES Far: (626) 4484092 Coewddaa Structural Engineers Ella ui1688@PlC6dVct N20 Te1Mar Armee, Suite 118, El Made, CA 91731 JOB NO.. 1 41 ©"r BY DATE SH. Or 2" fLoon, fl 1104 e- — w P Mfg-6T toi,i Arc--w 2.-"0 fe..00ri- Teri, Ali 15 be.* T ec• Art-e-n, 711 C C ei2. crf 711E a-0 !,,q Kr-ott-c-E. kr ri4E- erf- N ,fLoo,:� 7et'I1N4 i s SH Aso ,�E* Le94 i1/ -rk- A4.L.a1.4)A-13 Le 114e, tL 7 Round one at South Center Mall Content Structural Design information 2 3 (Part I Remodel Area at Grid Line 3-5/A-C) Design Load DL-1-3 New Girder Design Check G-1-11 Guider rail support GR- 1 Reinforcing Beam Design Check RB-1-9 Re -check Column Design C-1 -8 Foundation Check F-1-5.6 Diaphragm Shear Check on 2nd Floor DS-1-6 -*- (Part II New Area at South of Grid Line 1) (Independent building w/seismic separation) Design Load on New Elevator D-1 Lateral Load Analysis and Distribution L-1 -3 3D model repot 1-25 Beam Design Check B-0-2.1 Column Design Check C-1--2.1 Moment Frame connection check MF-1--2 Guider rail design check GR-1--3 Grade Beam Footing Check GB-0.1--7.1 Critical Reaction at Base R-1-7 Pile Load P-1 Light Frame Wall using Flat Strap Bracing LF-1-r3 Base Plate and Anchor Bolts AC-1-2 Misc Calc. or other attachment (lull hd L o a of Check) MT-1--3 ANF & Associates Project Round one at South Center Mall Job No.: 14906 Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Date: 07/28/14 Engineer. Vicky Liu For Westfield Design & Construction Page: D- 1 Design Load for new S. elevator Roof D.L. type B Formlok 22 GA metal dec 3.0 psf Joist, Beam & Girder 6.0 psf Duct+Ceiling+Light+Equipment 5.0 psf Roofing& Insulation 5.0 psf Total D.L. 19.0 psf (* not included in model weigt 10.0 psf) L.L.= (Reductable) 20.0 psf (Snow load=25psf, Un-reductable) Seismic D.L. 19.0 psf wall 35.0 psf * Column 1.0 psf Effective Seismic Wt.= 55.0 psf (not included in model mass= 45.0 psf) Note: Assume 25 psf of wall around elevator, then cause uniform area seismic mass load at roof is 35 psf Floor C.L. 3 " N.W. Conc. Over W2 41.0 psf Beam & Girder 10.0 psf flooring 5.0 psf * Duct+Ceiling+Light 5.0 psf * Misc 4.0 psf * Total D.L 65.0 psf (* not included in model weigt 14.0 psf) L.L.= 100.0 psf (Un-reductable) Seismic D.L. 65.0 psf wall 70.0 psf Column 1.0 psf Effective Seismic Wt.= 136.0 psf (not included in model mass= 85.0 psf) Note: Assume 25 psf of wall around elevator, then cause uniform area seismic mass load at floor is 70psf. Ram model input Superimposed s Area item D.L.(psf) S.M.(psf L.L.(psf) Snow Roof 10.0 45.0 20 25 (Un-red 2nd FL 14.0 85.0 100 (Un-reductable) uctable) Note: Assume 25 psf of wall around elevator, then cause uniform area seismic mass load at roof is 35 psf and floor is 70psf. ANF & Associates Project Round one at South Center Mall Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Engineer Vicky Liu For Westfield Design & Construction Job No.: 14906 Date: 07/28/14 Page: L- 1 Code: 2013 Califomia Building Code Design Data: According to Geologic and Seismic Hazards Report Structural Design Parameters Seismic Data Latitude = 47.4589, Longitude =-122.2587 For Y-dir Ss= S1= Fa= Fv= Sms=Fa*Ss= Sm1=Fv*S1= Sds=2/3*Sms= Sd1==2/3*Sm1= 1.426 0.488 <0.6 1.000 1.512 1.426 0.738 0.951 g 0.492 g (Site Class: (Typ.site B) (Typ.site B) (Site class D) (Site class D) IASCE07-' Seismic design category hn= 39 ft Ct= 0.028 x= R= Ie(Risk factor) = Cs=Sds*I/R= Cs<= Sd1*I/(T*R) V=Cs*W= W= 0.8 T=Ct*(hn)^x= 0.52 sec TL= 6 sec 3 (for R=3 MF) 1.25 (Occupancy Category III) 0.396 0.391 (for T<=TL) 0.01 >0.01 0.391 W = 106 kips V= k factor= 1.01 (ASCE7-05-12.8.3) Redundancy factor p = Overstrength factor CI= Deflection Amplification factor Cd Allowable story drift Aalhsx= 8x=Cd•8xe/I<Aa 5xe<Aa*I/Cd= 1 3 3 0.02 41 kips E=Eh+Ev or E=Eh-Ev Horizontal seismic load Vertical seismic load Ev=0.2*Sds*D.L.= 0.19 *D.L. Out of plane seismic Eho=0.4*Sds*I*D.L. 0.48 *D.L. (for R=3 MF) (for R=3 MF) 3.90 in ANF & Associates Project Round one at South Center Mall Job No.: 14906 Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Engineer. Vicky Liu For Westfield Design & Construction Code: 2013 Califomia Building Code Design Data: According to Geologic and Seismic Hazards Report Structural Design Parameters Seismic Data Latitude = 47.4589, Longitude =-122.2587 For Xdir Ss= S1= Fa= Fv= Sms=Fa*Ss Sm1=Fv*S1= Sds=2/3*Sms= Sd1==2/3*Sm1= (ASCE07-' Seismic hn= Ct= 1.426 0.488 <0.6 1.000 1.512 1.426 0.738 0.951 g 0.492 g design category 39 ft 0.020 R= Ie(Risk factor) = Cs=Sds*I/R= Cs<= Sd1*I/(T*R) V=Cs*W= W= (Site Class: (Typ.site B) (Typ.site B) (Site class D) (Site class D) 1 D ) Date: 07/28/14 Page: L- 2 x= 0.75 T=Ct*(hn)^x= 0.31 sec TL= 6 sec 4 (for R=4 LFW+Strap) 1.25 (Occupancy Category Ill) 0.297 0.492 (for T<=TL) 0.01 >0.01 0.297 W = 106 kips V= k factor= 1.00 (ASCE7-05-12.8.3) Redundancy factor p = 1 Overstrength factor 0= 2 Deflection Amplification factor Cd 3.5 Allowable story drift Aa/hsx= 0.02 8x=Cd*Sxe/I<Aa Sxe<Aa*l/Cd= 32 kips E=Eh+Ev or E=Eh-Ev Horizontal seismic load Vertical seismic Toad Ev=0.2*Sds*D.L.= 0.19 *D.L. Out of plane seismic Eho=0.4*Sds*I*D.L. 0.48 *D.L. (for R=4 LFW+Strap) (for R=4 LFW+Strap) 3.34 in ANF & Associates Project Round one at South Center Mall Job No.: 14906 Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Date: 07/28/14 Engineer: Vicky Liu For Westfield Design & Construction Page: L- 3 Seismic (R=3 MF) Y-Dir Roof and 2F Vertical Distribution Seismic Diaphragm DL Level A(sgft) Diaphragm wt.(psf) Story wL(kios Roof 556 55.0 31 Floor 556 136.0 76 W= V=Cs"W= 0.391 *W= 106 41 (kips) Vertical Distrubution factor Cvx=wx*h^k/sum(wx*h^k k= 1.01 Level wi (kips) hi(ft) wi*hi^k Cvi Fi=Cvi*V Vi=sum Fi) vi(psf) 33.7 fi(psf) 33.7 Roof 31 39.00 1248 0.451 18.7 kips 18.7 kips Floor 76 19.33 1516 0.549 22.7 kips 41.5 kips 74.6 40.9 106 2764 1 41.5 kips Seismic (R=4 LFW+strap) X-Dir RF &2F Vertical Distribution Seismic Diaphragm DL Level A(sgft) Diaphragm wt.(psf) Story wt.(ki Roof 556 55.0 31 Floor 556 136.0 76 V=Cs'W= 0.297 *W= 106 32 (kips) Vertical Distrubution factor Cvx=wx*h^k/sum(wx*h"k = 1.01 Level wi (kips) hi(ft) wi*hi^k Cvi Fi=Cvi*V Vi=sum Fi) vi(psf) 25.6 fi(psf) 25.6 Roof 31 39.00 1248 0.451 14.2 kips 14.2 kips Floor 76 19.33 1516 0.549 17.3 kips 31.5 kips 56.7 31.1 • 2764 1 31.5 kips ETABf®2O3 13l'] host aw, r) x its,- - 7.5 le; FOD )i . 7 5 4e Q. "r- . ptc: (o,g 4. 0, 0 9 „is., s., ele vat4v Y iritegraied E3,: Idir'.g Des.grcr:twa►e Fx 75, to t5S- y5 P` 12-I- tiiffy rvs- Rrs( i ',if 0,L k,s-1 Fit L,L. c 11 D�- S.L. Project Report Model File: 14906-3D- R=3 MF, Revision 0 7/28/2014 /5 Table of Contents 1. Structure Data 4 1.1 Story Data 4 1.2 Grid Data 4 1.3 Point Coordinates 4 1.4 Line Connectivity 5 1.5 Area Connectivity 6 1.6 Mass 6 1.7 Groups 6 2. Properties 8 2.1 Materials 8 2.2 Frame Sections 8 2.3 Shell Sections 8 2.4 Reinforcement Sizes 8 3. Assignments 9 3.1 Joint Assignments 9 3.2 Frame Assignments 9 3.3 Shell Assignments 11 4. Loads 12 4.1 Load Patterns 12 4.2 Load Sets 12 4.3 Auto Wind Loading 12 4.3.1 Auto Seismic Loading 12 Page 2 of 25 List of Tables Table 1.1 Story Data 4 Table 1.2 Grid Systems 4 Table 1.3 Grid Lines 4 Table 1.4 Joint Coordinates Data 4 Table 1.5 Column Connectivity Data 5 Table 1.6 Beam Connectivity Data 5 Table 1.7 Brace Connectivity Data 5 Table 1.8 Floor Connectivity Data 6 Table 1.9 Mass Source 6 Table 1.10 Mass Summary by Story 6 Table 1.11 Group Definitions 7 Table 2.1 Material Properties - Summary 8 Table 2.2 Frame Sections - Summary 8 Table 2.3 Shell Sections - Summary 8 Table 2.4 Reinforcing Bar Sizes 8 Table 3.1 Joint Assignments - Summary 9 Table 3.2 Frame Assignments - Summary 9 Table 3.3 Shell Assignments - Summary 11 Table 4.1 Load Patterns 12 Table 4.2 Shell Uniform Load Sets 12 Table 4.3 Frame Loads - Distributed 12 Table 4.4 Shell Loads - Uniform 13 Table 4.5 Shell Loads - Uniform Load Sets 13 Table 4.6 Load Cases - Summary 13 Table 4.7 Load Combinations 13 Table 4.8 Base Reactions 14 Table 4.9 Story Drifts 15 Table 4.10 Story Forces 17 Table 4.11 Joint Reactions 18 Table 4.12 Modal Periods and Frequencies 23 Table 4.13 Modal Participating Mass Ratios 23 Table 4.14 Modal Load Participation Ratios 24 Table 4.15 Modal Direction Factors 24 Page 3 of 25 Structure Data 7/28/2014 1 Structure Data This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity. 1.1 Story Data 1.2 Grid Data 1.3 Point Coordinates • Table 1.1 - Story Data ' me Height Elevation !. Master Similar Splice Na in In Story To 1. Story Stor RF 236.04 468 Yes • None No Story 2F 231.96 ; 231.96 Yes None No Base 0 0 No None No Table 1.2 - Grid Systems • X'y tkame Typo Stc$rY OrIgin Orig in 1 RfiibinOn BU C°1* • rtang. • • ! ft ft In: G1 Cartesian Default 0 0 0 • 60 ffa0a0a0 Table 1.3 - Grid Unes Gdd : Grid ', adlm i Difecuon 1„Glid ID i'Vlsible SYl i ttocaiia, if Ire , G1 X 1 Yes End 0 G1 ; X 2 , Yes ; End 11.25 G1 X I 3 Yes ' End 21.75 G1 X 4 Yes 1 End 43.25 G1 X 5 Yes End 51.25 G1 Y A yes I Start 0 G1 Y B Yes Start 2.5 G1 ' Y C Yes i Start 11.75 Table 1.4 - Joint Coordinates Data y Lab& X in in 1 0 0 2 135 0 3 261 30 0 4 519 30 0 5 615 30 0 6 0 141 0 7 135 141 0 8 261 141 0 9 519 141 0 10 615 141 0 11 135 30 0 Page 4 of 25 Structure Data 7/28/2014 1.4 Line Connectivity Table 1.4 - Joint Coordinates Data (continued) Label X in Y in AZ ' Below In 12 567 30 0 13 567 141 0 15 . 67.5 141 0 16 67.5 0 0 Table 1.5 - Column Connectivity Data I -End ' J-End i 1-End Column.. point ;1 Point 1 Story, t C1 i 1 1 Below C2 2 2 Below C5 I 3 3 ' Below C6 4 4 I Below C7 5 5 Below C8 I 6 6 Below C9 7 7 Below C10 8 8 Below C11 9 9 ' Below C12 10 ; 10 Below Table 1.6 • Beam Connectivity Data I I J-End . Curve . Point4i Point Type B1 1 2 None B2 i 11 3 None B3 3 4 None 134 4 5 None B5 1 6 None B6 2 7 None B7 3 8 None B8 4 9 None B9 5 10 None B10 6 7 None B11 7 8 None B12 8 9 None B13 9 10 None B14 12 13 None B17 16 15 None Page 5 of 25 Structure Data 1.5 Area Connectivity 1.6 Mass Table 1.7 - Brace Connectivity Data Brace I -End J-End I -End Point Point Story D1 1 2 Below D2 2 1 Below D3 2 7 Below D4 7 2 Below D5 - 4 9 Below D6 9 4 Below D7 4 5 Below D8 • 5 4 Below D9 6 7 Below 010 7 6 f Below D11 9 10 Below D12 10 9 . Below I 013 1 6 ; Below D14 6 1 ; Below D15 5 10 Below I D16 10 5 Below Table 1.8 - Floor Connectivity Data Floor : NUM ber I_ Edge I paint"! p lotEdged [Number F2 ' 6 1 2 3 4 5 6 1 2 11 5 10 6 Table 1.9 - Mass Source I Include (Inch de ` Lateral LltraP Et IIIA d asa ; Load j Oetiy I Sz_ Yes Yes Yes Yes Yes Table 1.10 - Mass Summary by Story Story UX f UY UZ , lb-s'/R lbs'lft.j Ib�'1[t Stor RF 1460.91 1460.91 0 Story 2F 3419.51 3419.51 0 Base 217.24 21724 0 2 11 5 10 6 1 Page 6of25 ' None None E None None None None 7/28/2014 Structure Data 1.7 Groups Table 1.11 - Group Definitions Name Color ALL Yellow Page 7 of 25 7/28/2014 Properties 7/28/2014 2 Properties This chapter provides property information for materials, frame sections, shell sections, and links. 2.1 Materials Table 2.1 - Material Properties - Summary ' Unit Name Type lb/ins v Weight Design Strengths Iblft' A500GrB46 Steel 29000000 0.3 490 Fy=46000 IbJn2, Fu=580001b/in2 A615Gr60 Rebar 29000000 0.3 490 Fy=60000 Ib/in2, Fu=90000 IbIin2 CONC Concrete ; 3600000 0.2 149.99 Fc=4000Ibrin2 deck steel ColdFormed . 29500000 0.3 490 Fy=33000 Ib/in2, Fu=50000 Ib/in2 STEEL Steel 29000000 0.3 489.02 Fy=50000 Ib/1n2, Fu=65000 Stee136 Steel : 29000000 0.3 489.02 Fy=36000 Ibin2, Fu=58000 Ibin2 2.2 Frame Sections 2.3 Shell Sections Table 2.2 - Frame Sections - Summary Name Material ' Shape.7;; HSS12X6X3/8 ; A500GrB46 Steel Tube HSS6X6X1/2 ' A500GrB46 ' Steel Tube PL 3/16x4- Steel36 Steel Plate PL 3/16x6' i SteeI36 Steel Plate W8X24 STEEL Steel bide Flange W8X31 STEEL ; Steel bWide Flange �y� Table 2.3 - Shell Sections-TSummary ign � ment 1.• P•• .L/C41► Name '3DesTYPe...,TYP�' is �;' . tDePth 1 in DECK1 ; Deck Membrane l deck steel Deck2 Deck !Membrane CONC 2.4 Reinforcement Sizes 3.5 deck steel 1.5 3 deck steel ` 2 Table 2.4 - Reinforcing Bar Sizes Name Diameter : Area *4 0.5 0.2 109 1.128 1 Page 8 of 25 Stor RF . 1 Stor RF ' 2 Stor RF 3 Stor RF t 4 Stor RF 5 Stor RF : 6 Stor RF , 7 Stor RF 8 Stor RF 9 Stor RF 10 Stor RF 11 Star RF ; 12 Stor RF 13 Stor RF 15 Stor RF 16 Story2F ; 1 Story 2F " 2 Story 2F , 3 Story 2F 4 Story 2F 5 Story 2F 6 Story 2F 7 Story 2F 8 Story 2F ' 9 Story 2F 10 Story 2F 11 Base 1 Base 2 Base 3 Base 4 Base 5 Base 6 Base 7 Base 8 Base 9 Base 10 3.2 Frame Assignments Assignments 7128/2014 3 Assignments This chapter provides a listing of the assignments applied to the model. 3.1 Joint Assignments Table 3.1 - Joint Assignments - Summary Un Story Label Namee Diaphragm i Restraints 5 From Area 7 , From Area 13 From Area 15 From Area 17 From Area 19 From Area 21 From Area 23 From Area 25 From Area 27 From Area 29 From Area 35 From Area 38 From Area 40 ' From Area 39 From Area 1 • From Area 2 t From Area 3 From Area 4 From Area 9 From Area 10 From Area 11 ? From Area 12 From Area 30 From Area 31 From Area 32 From Area 6 From Area UX; UY; UZ 8 From Area UX; UY; UZ 14 From Area UX; UY; UZ 16 From Area UX; UY; UZ 18 From Area UX; UY; UZ 20 From Area UX; UY; UZ 22 From Area UX; UY; UZ 24 From Area UX; UY; UZ 26 From Area UX; UY; UZ 28 From Area UX; UY; UZ Page 9 of 25 Assignments 7/28/2014 Table 3.2 - Frame Assignments - Summary Max Min Story Label I Unique Design Length Analysis Design Station Number Releases Name Type , in Section Section Spacing (n Stations Stor RF C1 3 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No Stor RF C2 4 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No Stor RF C5 9 Column 236.04 HSS6X6XII2 HSS6X6X1/2 3 No Stor RF CO 10 Column 236.04 HSSOX6X1I2 HSS6X6X1/2 3 No Stor RF C7 11 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No Stor RF C8 12 Column 236.04 HSS6X6X1/2 HSS6X6X1/2 . 3 No Stor RF : C9 13 Column 236.04 HSS6X6X1I2 HSS6X6X1/2 3 No Stor RF C10 14 Column 236.04 HSS6X6X1/2 HSS8X6X1/2 • 3 No Stor RF C11 15 : Column 236.04 HSS6X6X1/2 HSS6X6X1/2 3 No Stor RF C12 16 Column ' 236.04 ` HSS6X6X1/2 HSS6X6X1/2 3 No Story 2F C1 1 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No Story 2F . C2 2 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No Story 2F . C5 7 Column 231.96 HSS13X6X1t2 HSS6X6X1/2 3 No Story2F C6 8 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 1 3 No Stay 2F , C7 29 ' Column 231.96 HSS6X6X1/2 HSS6X6X1/2 : 3 No Stay 2F ; C8 30 Column 231.96 HSS6X6X1/2 , HSS6X6X1/2 3 No Stay 2F ; C9 31 • Column ` 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No Stay 2F ' C10 32 Column ; 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No • Story 2F C11 33 Column 231.96 HSS6X6X1/2 HSS6X6X1/2 3 No Stay 2F C12 34 Column '231.96 HSS6X6X1/2 , HSS6X6X1/2 3 No Stor RF B1 5 Beam 135 HSS12X6X3/8 HSS12X6X3/8 : 24 Yes Stor RF B2 17 Beam I 126 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stor RF B3 18 Beam : 258 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stor RF ' B4 19 Beam 96 , HSS12X6X3/8 HSS12X6X3/8 ' 24 Yes Stor RF B5 20 Beam 141 HSS12X6X3/8 HSS12X6X3/8 , 24 Yes Stor RF , B6 21 Beam 141 HSS12X6X3/8 i HSS12X6X3/8 : 24 No Stor RF . B7 22 1 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 No Stor RF ' B8 23 Beam 111 • HSS12X6X3/8 HSS12X6X3/8 24 No Stor RF B9 24 Beam ; 111 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stor RF . B10 25 Beam ; 135 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stor RF B11 26 Beam 126 HSS12X6X3/8 HSS12X6X3/8 ; 24 Yes Stor RF ; B12 1 27 Beam 258 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stor RF B13 28 Beam 96 HSS12X6X3/8 HSS12X6X3/8 ' 24 Yes Stor RF B14 49 Beam 111 W8X24 N/A 24 Yes Stor RF 817 50 Beam 141 W8X31 N/A 24 Yes Story 2F 131 6 Beam 135 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stay 2F B2 35 Beam 126 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story 2F B3 36 Beam 258 HSS12X6X3/8 HSS12X6X3/8 24 Yes Stay 2F B4 37 Beam 96 HSS12X6X3/8 HSS12X6X3/8 24 No Story 2F B5 38 Beam 141 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story 2F B6 39 Beam 141 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story2F B7 40 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story 2F B8 41 Beam 111 HSS12X6X3/8 HSS12X6X3/8 24 Yes Story 2F ; B9 42 Beam 111 HSS12X6X3/8 HSS12X6X3/8 • 24 Yes Page 10 of 25 Assignments 7/28/2014 Table 3.2 - Frame Assignments - Summary (continued) Max MU Story Label Unique Design ` Length Analysis Design Station t Number Releases Name Type in Section Section SPaCing Stations in Story 2F Story 2F Story 2F Story 2F Stor RF Stor RF Stor RF Stor RF Stor RF Stor RF D10 Stor RF D11 Stor RF D12 Stor RF • D13 Stor RF D14 Stor RF D15 Stor RF D16 Story 2F , D1 Story 2F I D2 Story 2F D3 Story 2F D4 Story 2F D5 Story 2F D6 Story 2F ' D7 Story 2F D8 Story 2F D9 Story 2F D10 Story 2F D11 Story 2F D12 B10 B11 B12 B13 D1 D2 DT 08 D9 3.3 Shell Assignments 43 Beam 135 HSS12X6X3/8 44 Beam 126 HSS12X6X3/8 45 Beam 258 HSS12X6X3/8 46 Beam 96 HSS12X6X3/8 47 Brace 271.9189 PL 3/16x4" 48 Brace 271.9189 PL 3/16x4" 59 Brace 254.8154 PL 3/16x4" 60 Brace 264.8154, PL 3/16x4" 63 Brace 271.9189 PL 3/16x4" 64 Brace 271.9189 PL 3/16x4" 65 Brace 254.8154 PL 3/16x4" 66 Brace 264.8154 PL 3/16x4" 69 Brace 274.9471 PL 3/16x6" 70 Brace 274.9471. PL 3/16x6" 71 Brace 280.8369 PL 3/18x6" 72 Brace 260.8369 PL 3/16x6" 51 Brace 268.3849 PL 3/16x4" 52 Brace 268.3849. PL 3/16x4" 53 Brace 271.4525' PL 3/16x6" 54 Brace i271.4525' PL 3/16x6" 55 Brace 257.1506 PL 3/16x6" 56 Brace 257.1506 PL 3/16x6" 57 Brace 251.0407 PL 3/16x4" 58 Brace s251.04071 PL 3/16x4" 61 Brace =268.3849 PL 3/16x4" 62 Brace '268.3849 PL 3/16x4" 67 Brace 251.0407 PL 3/16x4" 68 Brace ' 251.0407 PL 3/16x4" HSS12X6X3/8 24 Yes HSS12X6X3/8 : 24 Yes HSSI2XBX3/8 24 Yes HSS12X6X3/8 24 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3I16x4" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3116x4" 3 Yes PL 3/16x6" 3 Yes Pt.3/16x6" 3 Yes PL 3/16x6" 3 Yes PL 3/16x6" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3/16x6" : 3 Yes PL 3/16x6" 3 Yes PL 3/16x6" 3 Yes PL 3/16x6" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3/16x4" 3 Yes PL 3116x4" 3 Yes Table 3.3 - Shell Assignments - Summary • Story Label ' thl • ue `Section Angie yNamei Stor RF F2 Story2F F2 1 DECK1 2 Deck2 Page 11 of 25 90 90 Loads 7/2812014 4 Loads This chapter provides loading information as applied to the model. 4.1 Load Pattems 4.2 Load Sets Table 4.1 - Load Patterns Self to Name Type / Weight : Load € Multiplier D Dead 1 L Live ; 0 Ex Seismic 0 None Ey Seismic 0 None S Snow . 0 Table 4.2 - Shell Uniform Load Sets .yred toad Load; $et !Pattern i e ULoad-Roof D ULoad-Roof S ULoad-2F D ULoad-2F L 4.3 Auto Wind Loading 4.3.1 Auto Seismic Loading This chapter provides analysis results. This chapter provides design data and results. This chapter includes the selected custom views of the model. 4.3.1.1 Applied Loads 4.3.1.1.1 Line Loads Story Stor RF B14 49 Stor RF'F B17 50 Story 2F , B1 ; 6 Story 2F' B4 ; 37 Story 2F B5 38 Story 2F B6 39 Story 2F B8 41 Story2F B9 42 Story 2F B10 43 Story 2F 813 ; 46 10 25 14 100 Table 4.3 - Frame Loads - Distributed . is i Abm�oltriai14t1solyie 19nt' Li red , lief to R� ; t tans I lYlsp t`or+i ltor *tune pe 't itl3am Lcl�dType giret:#ltxn.Dist>a»ce i Start at End; qs i - s Smart i -kiprft 1 1 I ;. In in ; Beam ' D Force 1 Gravity 0 1 0 111 0.8 41;0.8 Beam ' D Force Gravity 0 1 0 141 1 1 Beam `. D Force Gravity 0 1 0 135 0.3 0.3 Beam D Force Gravity 0 1 0 96 0.3 0.3 Beam D Force Gravity 0 1 0 141 0.3 0.3 Beam • D Force Gravity 0 1 0 141 0.3 0.3 Beam • D Force Gravity 0 1 0 111 0.3 0.3 Beam 1 D Force Gravity 0 1 0 111 0.3 0.3 Beam D Force ; Gravity 0 1 0 135 0.3 0.3 Beam D Force Gravity 0 1 0 96 0.3 0.3 Page 12 of 25 Loads Stott' ij.sbei I Stor RF Star RF Table 4.3 - Frame Loads - Distributed (continued) Relative . Relative ' Absoltrte . Absolute Unique :Design . Load D tance Distance Name , Type Pattern LoadType ; Direc5°11-Distance Dfs�nce S�drt End Start End in in 814 49 Beam B17 , 50 Beam 4.3.1.1.2 Area Loads 4.3.1.2 Load Cases 4.3.1.3 Load Combinations L Force Gravity L Force Gravity 0 1 0 0 1 0 Table 4.4 - Shell Loads - Uniform Shy Unique , Load t DIrecUoft Name Patbm Stor RF Story 2F Stor RF Story 2F F2 1 Ex Global-X F2 2 Ex ' Global-X F2 1 Ey Global-Y F2 2 Ey s' Global-Y ' Load Ibwft' 25.5 31.2 34 41.7 Table 4.5 - Shell Loads - Uniform Load Sets Unique Load Story LabelNam d Set I L ' Stor RF F2 1 ULoad-Roof D 10 Stor RF F2 1 ULoad-Roof S Story 2F F2 2 ULoad-2F D Story 2F F2 2 ULoad-2F L Table 4.6 - Load Cases Summary 4011. Typ.. D Linear Static L Linear Static Ey Linear Static Ex Linear Static DStIS7-NL Nonlinear Static Linear Static Name DSUS1 DStS2 DSt1S2 DStIS2 DStIS3 DStIS3 DStIS3 DStIS4 Table 4.7 - Load Combinations Load Case/Combo 0 D L S D L S D 25 14 100 motor ' . Type Auto 1.4 Linear Add 1.2 Linear Add 1.6 0.5 1.2 Linear Add 1 1.6 1.3902 Linear Add Page 13 of 25 Yes Yes No No Yes No No Yes 7/28/2014 Force I Force `at Start' at End klp/R kip/ft 111 0.8 0.8 141 1 1 Loads 7/28/2014 4.3.1.4 Structure Results Table 4.7 - Load Combinations (continued) Name Load Scale Type , Auto Case/Combo Factor DSUS4 L 1 No DStIS4 S 0.2 No DSUS4 Ey 1 No DStIS5 D 1.3902 Linear Add Yes DSUS5 L 1 No DStIS5 S ; 0.2 No DSIIS5 Ey -1 No DStIS6 ' D • 1.3902 Linear Add Yes DStIS6 L 1 " No DStIS6 a S 0.2 No DStIS6 Ex 1 No DSUS7 D 1.3902 Linear Add ! Yes DSt1S7 L 1 No DSUS7 S 0.2 No DStIS7 Ex , -1 No DStIS8 ! D 0.7098 Linear Add , Yes DStIS8 Ey 1 No DSUS9 , D ' 0.7098 " Linear Add i Yes DS1IS9 Ey -1 No DSUS10 ! D 0.7098 Linear Add . Yes DSUS10 Ex 1 No DStIS11 1 D 0.7098 . Linear Adds Yes DSUS11 Ex -1 No DStID1 , D 1 i Linear Add i Yes DSUD2 I D 1 " Dear Add Yes DSU02 , L 1 No Table 4.8 - Base Reactions FX FY FZ MX : : PAY t MZ X kip . ` kip I kip Idp4't ; laprft I: 1dp-ft 1 ft D 0 0 110.195 727.6739 -2640.0937 0 0 0 0 L 0 0 69.369 463.0414 -1646.3492 1 0 0 0 0 Ey 0 -38.016 0 1070.6944 0-931.5683 € 0 0 0 Ex -28.474 0 t 0 • 0-602.2927 ' 193.5087 ` 0 0 0 DSUS7-NL Max 3.502E-05-38.016 . 153.194 2089.273-3670.2895 .-931.5676 ' 0 0 0 DSUS7-NL Ain 3.502E-05 , -38.016 i 153.194 ' 2089.273 -3670.2895 =-931.5676 0 0 0 S 0 0 12.555 85.3213 -307.6514 0 0 0 0 DStIS1 0 0 154.274 • 1018.7434 -3696.1312 ; 0 0 0 0 DSUS2 0 0 ' 249.502 1656.7356-5956.0969 0 0 0 0 DSUS3 0 0 221.691 1472.7641 -5306.7039 ' 0 0 0 0 DSUS4 0-38.016 225.073 2562.4123 -5378.1378 -931.5683 r 0 0 0 DSIIS5 0 38.016 225.073 421.0235-5378.1378 : 931.5683 • 0 0 0 DSUS6 -28.474 0 225.073 • 1491.7179 -6180.4306 193.5087 0 0 0 DSUS7 28.474 0 225.073 1491.7179 4575.8451 -193.5087E 0 0 0 Page 14 of 25 Loads 7/28/2014 Load CaselCoinbo DStIS8 DStIS9 DStIS10 DSIISII DStID1 DStID2 4.3.1.5 Story Results Table 4.8 - Base Reactions (continued) FX ' FY 1 FZ MX MY MZ X Y Z kip kip kip ` kip-ft kip* i kip-ft ft ft ! ft O -38.016 78.217 1587.1973-1873.9385 -931.5683 0 0 0 0 38.016 78.217 -554.1915 -1873.9385 931.5883 0 0 0 -28.474 0 78.217 516.5029 -2676.2313 193.5087 0 0 0 28.474 0 ' 78.217 516.5029 -1071.6458 :-193.5087 0 0 0 O 0 110.195 727.6739 -2640.0937 0 , 0 0 0 O 0 : 179.564 1190.7153 -4286.443 • 0 0 0 0 Table 4.9 - Story Drifts Wad Story Case/Congo Label Stor RF D 5 Stor RF D Stor RF : L Stor RF L Stor RF Ey Stor RF Ey Stor RF • Ex Stor RF Ex Stor RF DStIS7-NL Max ' Stor RF ` DStIST-NL Max Stor RF DStIS7-NL Min , Stor RF `: DStIS7-NL fin Stor RF ` S Stor RF S Stor RF DStIS1 Stor RF DStS1 Stor RF DStIS2 Stor RF DStIS2 Stor RF ; DStIS3 Stor RF ; DStIS3 Stor RF DStIS4 Star RF DStIS4 Stor RF DStiS5 Stor RF : DSIIS5 Stor RF DStJS6 Stor RF DStIS8 Stor RF DStiS7 Stor RF DSUS7 Stor RF DStIS8 Stor RF DStIS8 Stor RF DStiS9 Stor RF DStIS9 Stor RF DStIS10 Stor RF DStIS10 Onft Max Drift X 1.1E-05 51.25 2 Max Drift Y 6E-06 11.25 5 Max Drift X 9E-06 " 5125 2 Max Drift Y 5E-06 11.25 1 Max Drift X 0.000199 0 3 Max Drift Y 0.00149 : 21.75 8 Max Drift X 0.000799 21.75 10 = Max Drift Y 2.1E-05 5125 1 Max Drift X 0.00019 0 3 Max Drift Y 0.001503 21.75 1 MaxDriftX' 3 Max Drift 1r 0.001 21.75 5 Max Drift X • 51.25 2 Max Drift Y ; 2E-06 5 Max Drift X 1.6E-05 2 Max Drift Y 9E-06 5 !Max Drift X 3.1E-05 2 Max Drift Y ` 1.6E-05 5 Max Drift X 3E-05 2 Max Drift Y 1.5E-05 1 Max Drift X 0.000183 3 Max Drift Y 0.001502 1 Max Drift X 0.000215 3 Max Drift Y 0.001478 8 Max Drift X 0.000776. 8 Max Drift Y 1.9E-05 9 Max Drift X 0.000822: 10 Max Drift Y 2.7E-05 1 Max Drift X 0.000194 3 Max Drift Y 0.001494 1 Max Drift X 0.000204 3 ' Max Drift Y 0.001486 8 Max Drift X 0.000792 10 Max Drift Y . 1.9E-05 Item Page 15 of 25 11.25 51.25 1125 51.25 11.25 51.25 1125 0 21.75 0 21.75 21.75 0 43.25 51.25 0 21.75 0 21.75 21.75 51.25 • 2.5 0 2.5 0 0 2.5 11.75 11.75 0 2.5 0 2.5 2.5 0 2.5 0 2.5 0 2.5 0 0 2.5 0 2.5 11.75 11.75 11.75 11.75 0 2.5 0 2.5 11.75 11.75 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 39 cw 4 �-- 3 0.003G z 0, OL Loads 7/28/2014 Table 4.9 - Story Drifts (continued) Story Case/Combo Label Item Drift ft n ft Stor RF DStIS11 8 Max Drift X 0.000806 21.75 11.75 39 Stor RF DSUS11 10 Max Drift Y 2.3E-05 51.25 11.75 39 Stor RF DStID1 5 Max Drift X 1.1E-05 51.25 2.5 39 Star RF DStID1 2 Max Drift Y 6E-06 11.25 0 39 Stor RF DSUD2 5 Max Drift X 2.1E-05 51.25 2.5 39 Stor RF DSUD2 2 Max Drift Y 1.1E-05 11.25 0 39 Story 2F D 1 Max Drift X 5E-06 0 0 19.33 Story 2F D 6 Max Drift Y 5E-06 0 11.75 19.33 Story 2F L 1 Max Drift X 5E-06 0 0 19.33 Story 2F L 6 , Max Drift Y 5E-06 0 11.75 19.33 Story 2F Ey 1 Max Drift X 0.000108 0 0 19.33 Story 2F Ey 1 Max Drift Y 0.00211 0 0 19.33 Story 2F Ex 8 Max Drift X 0.001285 21.75 11.75 19.33 , 4.{ of Story 2F Ex 1 . Max Drift Y 8,7E-05 0 0 19.33 3 Story 2F DStIS7-NL Max 1 i Max Drift X 0. r r 116 0 0------19735- O 11; 6 X 0-0 f, Story 2F DStIS7-NL Max 1 Max Drift Y 0.0021 0 0 19.33 Story 2F DStIS7-NL Min 1 Max Drift X 0.000116 0 0 19.33 Story 2F DSUS7-NI Mn 1 Max Drift Y 0.002136' 0 0 19.33 Story 2F S 1 Max Drift X 2E-06 0 0 19.33 Story 2F S I 6 , Max Drift Y 1 E-06 0 11.75 19.33 Story 2F DStIS1 1 I Max Drift X 8E-06 0 0 19.33 Story 2F DStIS1 i 6 i Max Drift Y . 8E-06 1 0 11.75 19.33 Story 2F DStIS2 1 ' Max Drift X 1.5E-05 0 0 19.33 Story 2F DSUS2 6 Max Drift Y ' 1.6E-05 0 11.75 19.33 Story 2F DSUS3 1 ; Max Drift X 1.4E-05 0 0 19.33 Story 2F DSt1S3 6 Max Drift'Y 1.4E-05 . 0 11.75 19.33 Story 2F DSUS4 1 . Max Drift X 0.000121 a 0 0 19.33 Story 2F ' DSUS4 1 , Max Drift Y 0.002123 ; 0 0 19.33 Story 2F DSUS5 1 Max Drift X 9.5E-05 0 0 19.33 Story 2F DSUS5 1 ' Max Drift Y 0.002097 0 0 19.33 Story 2F DStIS6 8 Max Drift X 0.001277 21.75 11.75 19.33 Story 2F DStIS6 1 Max Drift Y 0.0001 0 0 19.33 Story 2F DStIS7 8 ' Max Drift X 0.001292 21.75 11.75 19.33 Story 2F DStIS7 1 Max DriftY 7.3E-05 ; 0 0 19.33 Story 2F DSt1S8 1 Max Drift X 0.000112 0 0 19.33 Story 2F DStIS8 1 ; Max Drift Y 0.002114 0 0 19.33 Story 2F DStIS9 1 ' Max Drift X 0.000104 0 0 19.33 Story 2F DSUS9 1 Max Drift Y 0.002106 0 0 19.33 Story 2F DSUS10 8 Max Drift X 0.001282 21.75 11.75 19.33 Story 2F DSUS10 1 Max Drift Y 9E-05 ' 0 0 19.33 Story 2F DStIS11 8 Max Drift X 0.001287 21.75 11.75 19.33 Story 2F DStIS11 1 Max Drift Y 8.3E-05 0 0 19.33 Story 2F DStID1 1 Max Drift X 5E-06 0 0 19.33 Story 2F DSUD1 6 Max Drift Y 5E-06 0 11.75 19.33 Story 2F DSUD2 1 Max Drift X 1E-05 0 0 19.33 Page 16 of 25 2- 0,00s1 O,oL Loads Table 4.9 - Story Drifts (continued) Load X Y Z Story Case/Combo Label , item Drift ft ft ft Story 2F DStID2 6 Max Drift Y 1.1E-05 0 11.75 19.33 Table 4.10 - Story Forces Story Caseoaombo Location kip p kip kip-ft kip-ft kip-ft Stor RF D Top 32.087 0 0 0 209.1343 -733.6121 Stor RF D Bottom 39.394 0 0 0 257.4339 -919.8853 Story 2F D Top 103.011 0 0 0 680.1911 -2456.3481 Story 2F D Bottom 110.195 0 0 0 , 727.6739 -2640.0937 Stor RF DSOD1 Top 32.087 0 0 0 209.1343 -733.6121 Stor RF , DSOD1 Bottom 39.394 0 0 0 ( 257.4339-919.8853 Story 2F : DStID1 Top 103.011 0 0 0 680.1911 -2456.3481 Story 2F DSOD1 Bottom 110.195 0 0 0 ! 727.6739 -2640.0937 Stor RF DSOD2 Top 51.237 0 0 0 330.8905 -1149.3558 Stor RF DSOD2 Bottom 58.544 0 0 0 i 379.1901 -1335.629 Story 2F : DStID2 Top 172.38 ' 0 0 0 1143.2325 • -4102.6973 Story 2F 1 DSUD2 Bottom 179.564 0 0 0 . 1190.7153 -4286.443 Stor RF ; DStIS1 Top 44.921 0 0 0 : 292.788 -1027.0569 Stor RF 3 DSOS1 Bottom 55.152 0 0 0 f 360.4074-1287.8394 Story 2F : DStIS1 Top 144.216 0 0 0 - 952.2675 -3438.8873 Story 2F ; DSOS1 Bottom 154.274 0 0 0 11018.7434 -3696.1312 Stor RF ; DSOS10 Top 22.775 -12.806 s 0 : 87.0277 148.4435 '-520.7179 Stor RF 3 DStIS10 Bottom 27.962-12.808 0 87.0277 3 182.7286-904.8243 Story 2F 4 DStIS10 Top 73.117 -28.474 0 1 193.5087 482.7996 -1995.4056 Story 2F DStIS10 Bottom 78.217 -28.474 0 ? 193.5087 : 516.5029-2678.2313 Stor RF DStIS11 Top 22.775 12.806 0-87.0277 . 148.4435 -520.7179 Stor RF i DSOS11 ; Bottom 27.962 12.806 0 . -87.0277 ! 182.7266 -401.0448 Story 2F i DSOS11 Top f 73.117 28.474 0 , -193.5087 482.7996 -1491.6261 Story 2F 1 DStIS11 Bottom 78217 ; 28.474 0-193.5087 • 516.5029 .-1071.6458 Stor RF _ DSOS2 Top 75.421 0 0 0 488.4318 -1699.3502 Stor RF DSOS2 Bottom 84.191 0 0 0 : 546.3913 -1922.878 Story 2F ' DSOS2 Top 240.881 0 0 0 1599.7562 -5735.6021 Story 2F 1 DStIS2 Bottom 249.502 0 0 0 1656.7356-5956.0969 Stor RF DSOS3 Top 77.742 0 0 0 509,2315 -1788.3205 Stor RF DSt1S3 Bottom 88.511 0 1 0 0 567.191 -2011.8483 Story 2F DSOS3 Top 213.07 0 0 0 1415.7848 -5086.2091 Story 2F DStIS3 Bottom 221.691 0 1 0 0 . 1472.7641 -5306.7039 Stor RF DSOS4 Top 66268 0-17.074 418.4059 429.559 -1497.1416 Stor RF : DStIS4 Bottom 76.427 0 i -17.074 t-418.4059 : 832.558 -1756.0985 Story 2F • DSOS4 Top 215.088 0-38.016 -931.5683 1761.5603 -5122.6946 Story 2F . DSOS4 Bottom 225.073 0 38.016-931.5883 ; 2562.4123 -5378.1378 Stor RF DSt1S5 Top 66.268 0 17.074 418.4059 429.559 -1497.1416 Stor RF " DSOS5 Bottom 76.427 0 17.074 418.4059 • 160.8521-1758.0985 Story 2F DSt1S5 Top 215.086 0 38.016 931.5683 1089.8544 -5122.6946 Story 2F , DSOS5 Bottom 225.073 0 . 38.016 931.5683 421.0235 -5378.1378 Page 17 of 25 7/28/2014 Loads 7/28/2014 Table 4.10 - Story Forces (continued) Load P VX + VY T MX MY Stoll • Case/Combo Location kip kip 1 kip kip-ft MP-R ki - t p Stor RF DStIS6 Top 86.268 -12.806 0 87.0277 429.559 -1497.1416 Stor RF DStIS6 Bottom 76.427 -12.806 0 87.0277 496.7051 -2007.9882 Story 2F DStIS6 Top 215.086 -28.474 0 193.5087 1425.7073 -5374.5843 Story 2F . DStIS6 Bottom 225.073 -28.474 ; 0 193.5087 1491.7179 -6180.4306 Stor RF DStIS7 Top 66.268 12.806 0-87.0277 429.559 -1497.1416 Stor RF • DStIS7 Bottom 78.427 12.806 i 0 -87.0277 . 496.7051 -1504.2088 i Story 2F DStIS7 Top 215.086 28.474 0 -193.5087 1425.7073-4870.8049 Story 2F - DSdS7 Bottom 225.073 28.474 0 -193.5087 1491.7179 -4575.8451 Stor RF DStIS7-NL Max Top 44.607 0 -17.074 -418.4011 290.7235 -1019.8615 Stor RF i DStIS7-NL Max Bottom 54.766 : -1.546E-05 1 -17.074 -418.3931 695 -1278.752 Story 2F . DSt1S7-NL Max Top 143.207 -1.72E-05 ; -38.016 -931.5744 1282.7149 -3414.7946 Story 2F =. DStPS7-NL Max Bottom 153.194 3.502E-05 I -38.016 931.5676 12089.2733 -3670.2896 Stor RF DStS7-NL Min Top 44.607 0 -17.074 -418.4011 290.7235 -1019.8615 Stor RF i DStIS7-NL Min Bottom 54.766 -1.546E-05 ( -17.074 418.3931 1 695 -1278.752 Story 2F : DStIS7-NL Min Top 143.207 -1.72E-05 -38.016 -931.5744 1282.7149-3414.7946 Story 2F I DStIS7-NL Min Bottom 153.194 3.502E-05 -38.016 -931.5676 2089.2733 -3670.2896 Stor RF DStIS8 Top 22.775 0-17.074 -418.4059 , 148 4435-520.7179 Stor RF # DStIS8 Bottom 27.962 0 y -17.074 f-418.4059 ' 518.5795 -652.9346 Story 2F DStISB Top 73.117 0 : -38.016 -931.5683 ' 818.6526 -1743.5159 Story 2F DStISB Bottom 78.217 0 E-38.016 -931.5683 ' 1587.1973-1873.9385 Stor RF . DStIS9 Top 22.775 . 0 i 17.074 1, 418.4059 148.4435 -520.7179 Stor RF ; DSdS9 Bottom 27.962 0 1 17.074 i 418.4059 -153.1264 -652.9346 Story 2F , DSttS9 Top 73.117 0 ; 38.016 • 931.5683 . 146.9467 -1743.5159 Story 2F 1 DStIS9 Bottom 78.217 0 3 38.016 j 931.5683 554.1915 -1873.9385 Stor RF Ex Top 0-12.806 t 0 : 87.0277 0 0 Stor RF 1 Ex Bottom 0-12.806 0 • 87.0277 t 0 '-251.8897 Story 2F4x Top 0-28.474 0 193.5087 0-251.8897 Story 2F Ex 1 Bottom 0-28.474 0 ? 193.5087 0 . -802.2927 Stor RF Ey Top 0 0 -17.074 -418.4059 ' 0 0 Stor RF Ey Bottom 0 0 ?-17.074 -418.4059 # 335.853 0 Story 2FEy Top 0 0 '-38.016-931.5683 : 335.853 0 Story 2F Ey Bottom 0 0 :-38.016 -931.5683 • 1070.6944 0 Stor RF L Top 19.15 0 0 0 121.7563 -415.7438 Stor RF L Bottom 19.15 0 0 0 121.7563 -415.7438 Story 2F L Top 69.369 0 0 0 463.0414 -1646.3492 Story 2F . L Bottom 69.369 0 0 0 463.0414 -1646.3492 Stor RF S Top 12.555 0 0 0 85.3213 -307.6514 Stor RF ) S Bottom 12.555 0 0 0 ' 85.3213 -307.6514 Story 2F . S Top 12.555 0 0 0 85.3213 -307.6514 Story 2F , S Bottom 12555 0 0 0 , 85.3213 -307.6514 4.3.1.6 Point Results Page 18 of 25 Loads 7/28/2014 Table 4.11 - Joint Reactions Joint Load FX FY Story Label , Case/Combo ': kip kip Base 1 D 0.373 0.012 Base 1 L 0.234 0.003 Base 1 Ey -0.067 -0.025 Base 1 Ex -4.281 -0.003 Base 1 DSUS7-NL Max 0.451 -0.009 Base 1 DSUS7-NL Min 0.451 -0.009 Base 1 S 0.034 -0.001 Base 1 DSUS1 0.522 0.017 Base 1 DStIS2 0.84 0.019 Base 1 DSUS3 0.737 0.016 Base 1 DSUS4 0.692 -0.006 Base 1 DSUS5 ; 0.827 0.045 Base 1 DStIS6 -3.522 0.016 Base 1 DSUS7 5.041 0.023 Base 1 DStIS8 0.197 -0.016 Base 1 DSUS9 : 0.332 0.034 Base 1 DStIS10 -4.017 0.006 ! Base 1 DSIIS11 4.546 0.012 Base 1 DStID1 0.373 0.012 Base ? 1 DStID2 , 0.607 0.015 Base 2 D -0.313 0.54 Base 2 L -0.166 0.332 Base 2 Ey i 0.87 -10.979 Base 2 Ex -4.239 0.453 Base 2 DSUS7-NL Max ' 0.436 -10.347 Base 2 DStIS7-NL Mn 0.436 -10.347 Base 2 S ' -0.017 0.051 Base 2 DSt1S1 -0.439 0.756 Base 2 DStIS2 -0.65 1.206 Base ; 2 DSUS3 -0.569 1.063 Base 2 DSUS4 ' 0.265 -9.886 Base 2 DStIS5 -1.475 12.073 Base 2 DSUS6 -4.844 1.547 Base 2 DStIS7 3.634 0.64 Base 2 DSUS8 0.647 -10.596 Base 2 DSUS9 -1.092 11.363 Base 2 DSUS10 -4.462 0.837 Base 2 DStIS11 4.017 -0.07 Base 2 DStID1 -0.313 0.54 Base 2 DSUD2 -0.479 0.873 Base 3 D 0.01 0.013 Base 3 L 0.016 0.005 Base 3 Ey -0.003 -0.025 Base 3 Ex -0.014 -0.001 Base 3 DStIS7-NL Max 0.011 0.015 Page 19 of 25 FZ MX MY MZ kip kip4t : kip-ft kip-ft 11.725 0 0 6.499 0 0 -15.692 0 0 -21.927 ; 0 0 0.548 0 0 0.548 0 0 0.931 0 0 16.415 ' 0 ! 0 24.934 0 0 22.058 0 0 7.293 0 0 38.677 ! 0 0 1.058 0 0 44.912 ' 0 0 -7.369 0 0 { 24.014 0 0 -13,604 ' 0 0 30.249 0 0 11.725 0 0 ' 18.224 i 0 0 13.082 0 0 7.873 0 0 -35.783 j 0 0 21.25 0 0 -17.874 0 0 -17.874 ': 0 0 1.193 0 0 18.315 ; 0 0 28.892 ' 0 0 25.481 0 0 -9.465 0 0 62.062 0 ( 0 47.548 ' 0 0 5.049 0 0 -26.477 0 0 45.049 • 0 0 30.536 . 0 0 -11.964 0 0 13.082 0 0 20.955 '. 0 0 8.826 0 0 7.46 0 0 -0.493 0 0 0.001 0 0 11.776 0 0 Loads 7/28/2014 Story Base 3 Base 3 S -0.002 Base 3 DStIS1 0.014 0.018 12.357 Base 3 DStIS2 0.037 0.023 23.459 Base 3 DSUS3 0.025 0.02 21.032 Base 3 DStIS4 0.027 -0.003 : 19.609 Base 3 DStIS5 0.033 0.048 ' 20.596 Base i 3 DStIS6 0.016 0.022 20.104 Base 3 DStIS7 0.045 0.023 • 20.101 Base 3 DSUS8 0.004 -0.016 5.772 Base 3 DSUS9 0.01 0.034 6.758 Base 3 DStlS10 -0.007 0.008 1 6.266 Base 3 DStIS11 0.022 0.01 ! 6.263 Base 1 3 DSUD1 0.01 0.013 ? 8.826 Base 3 DS002 0.027 0.017 . 16.286 Base " 4 D 0.215 0.451 ' 12.501 Base 4 L 0.103 0.296 8.289 Base 4 Ey -0.531 -7.957 .-33.552 Base 4 Ex -2.709 -0.32-18.511 Base 1 4 DStIS7-NL Max , -0.234 -7.414 J -16.4 Base 4 DStIS7-NL Min • -0.234 -7.414 -16.4 Base 4 S 0.016 0.055 I 1.52 Base 4 DSUS1 0.302 0.631 . 17.501 Base 4 DStIS2 0.432 1.042 i 29.024 Base 4 DSUS3 0.388 : 0.925 , ' 25.723 Base ; 4 DSUS4 -0.125 -7.023 j -7.58 Base 4 DStIS5 0.937 8.89 59.524 Base { 4 DStIS6 -2.303 : 0.613 i 7.461 Base 4 DStIS7 3.115 1.254 , 44.483 Base i 4 DStIS8 -0.378 -7.637 j-24.679 Base 4 DSUS9 0.684 8.277 42.425 Base , 4 DSUS10 -2.556 -0.001 1 -9.638 Base 4 DStIS11 2.862 0.64 127.384 Base 1 4 DSt1)1 • 0.215 0.451 112.501 Base 4 DStID2 0.319 Base i 5 D • -0.285 Base 5 L -0.189 Base I 5 Ey 0.264 Base 5 Ex -2.746 Base 5 DS11S7-NL Max -0.131 Base s 5 DStIS7-NL Min -0.131 Base 5 S -0.032 Base 5 DStIS1 -0.399 Base 5 DSUS2 -0.661 Table 4.11 - Joint Reactions (continued) Joint ; Load FX FY I FZ ' MX MY MZ Label Case/Combo kip kip = • kip kip-ft Mph ' Mph DStIS7-NL Min 0.011 0.015 11.778 0 0 0 -2.45E-05 1.863 0.747 20.79 0.009 8.471 0.0004277 • 4.053 -0.014 -16.344 0.001 " 19.369 -0.012 -4.639 -0.012 -4.639 -9.263E-06 , 0.643 0.013 11.86 0.012 16.972 Page 20 of 25 0 0 O 0 0 0 O 0 O 0 O 0 O 0 0 0 O 0 O 0 O i 0 0 0 O 0 O 0 O 0 0 0 O i 0 O 0 0 I 0 O 0 4 0 0 0 0 0 O 0 O 0 O 0 0 0 O 0 0 0 O 0 i O 0 O 0 0 0 O 0 O 0 0 0 O 0 O 0 O 0 O 0 O 0 0 0 Loads Story Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Base Table 4.11 - Joint Reactions (continued) Joint . Load FX FY FZ MX MY Label CaselCombo kip kip kip kip-ft kip-ft 5 DStIS3 -0.583 0.011 15.247 0 0 5 DStIS4 -0.328 -0.001 -0.385 0 0 5 DStIS5 -0.855 0.027 32.303 0 0 5 DStIS6 -3.338 0.014 35.328 0 0 5 DStIS7 2.154 0.012 -3.41 0 0 5 DStIS8 0.061 -0.008-10.331 0 0 5 DSt1S9 -0.466 0.021 22.357 0 0 5 DStIS10 -2.949 0.008 25.382 0 0 5 DStIS11 2.544 0.005 -13.356 0 0 5 DSUD1 -0.285 ° 0.009 8.471 : 0 0 5 DStID2 -0.474 0.009 12.525 0 0 6 D 0.387 -0.01 11.904 ; 0 0 6 L 0.251 -0.001 6.654 0 0 6 Ey 0.281 -0.024 115.476 0 i 0 6 Ex -4.492 -0.003 -22.329 0 0 6 , DStIS7-NL Max 0.82 0.031 32.083 0 0 6 DStIS7-NL Min 0.82 0.031 32.083 0 0 6 S 0.038 0.000457 0.982 0 0 8 DSt1S1 0.542 -0.015 16.666 0 0 6 DStIS2 0.886 ; -0.013 . 25.423 0 f 0 6 DStIS3 0.777 -0.012 22.51 0 0 6 DStIS4 ' 1.078 -0.039 I 38.876 0 ` 0 6 DStIS5 0.516 ' 0.009 7.924 ; 0 0 6 DStiS6 . -3.696 -0.018 I 1.071 : 0 , 0 6 DStIS7 5.289 ' -0.012 45.729 0 0 6 DSUS$ 0.556 -0.032 4 23.926 0 0 6 DStIS9 -0.007 0.017 -7.027 0 0 6 DStIS10 -4.218 -0.011 -13.879 0 0 6 DSUS11 4.767 -0.004 30.778 0 0 6 DStID1 0.387 -0.01 11.904 ' 0 0 6 DSUD2 0.638 -0.011 18.558 0 0 7 D -0.32 -0.544 113.868 0 0 7 L -0.169 -0.333 8.741 0 0 7 Ey -0.656 -10.999 35.979 0 0 7 Ex -4.475 -0.745 23.006 0 0 7 DSUS7-NL Max -1.102 -11.749 55.557 ` 0 0 7 ' DSUS7-NL Min -1.102 -11.749 55.557 0 0 7 S -0.021 -0.05 1.398 0 0 7 DS0S1 -0.448 -0.761 19.415 0 0 7 DStIS2 -0.665 -1.21 ' 31.326 0 0 7 DSUS3 -0.586 -1.065 27.619 0 0 7 DS11S4 -1.274 -12.098 64.278 0 0 7 DStIS5 0.038 9.9 -7.679 0 0 7 DStIS6 -5.093 -1.844 51.305 0 0 Page 21 of 25 MZ kip-ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7/28/2014 Loads 7/28/2014 Table 4.11 - Joint Reactions (continued) Sorry Joint • Load FX FY ; FZ MX MY , MZ Label ' Case/Combo ' kip kip kip kiprft i kip-ft kip-ft Base 7 DStIS7 3.857 -0.354 5.294 0 0 0 Base 7 DStIS8 -0.883 -11.385 45.822 0 0 0 Base 7 DSIIS9 0.429 10.613 '-26.136 0 0 0 Base 7 DStS10 -4,702 -1.131 32.849 0 0 0 Base 7 DSIS11 4.248 0.359 -13.162 0 0 0 Base 7 DSIID1 -0.32 -0.544 '. 13.868 0 0 0 Base 7 DStID2 -0.489 -0.877 22.609 . 0 0 0 Base 8 0 0.01 -0.004 8.759 0 0 0 Base j 8 L 0.016 -0.0003867 7.398 ' 0 0 0 Base 8 Ey -0.004 0.004 : 0.493 0 0 0 Base 8 Ex -0.015 -0.0004586. -0.001 ' 0 0 0 Base ', 8 DStIS7-NL Max ' 0.011 • 0.022 i 12.671 0 0 0 Base 8 DStIS7-NL Min ! 0.011 0.022 12.671 0 0 0 Base 8 S ' -0.002 . 0.0002773 ' 1.852 0 0 0 Base 8 DStIS1 0.015 -0.005 12.263 ' 0 0 0 Base I 8 DStIS2 0.038 -0.005 i 23.274 0 0 0 Base 8 DStIS3 0.025 : -0.004 20.872 0 0 0 Base 8 DStIS4 0.027 -0.001 I 20.439 0 0 0 Base ! 8 DSIIS5 0.034 -0.01 19.452 0 0 0 Base 8 DS1IS6 0.015 -0.006 ' 19.944 0 i 0 0 Base 8 DSUS7 0.046 -0.005 19.947 0 0 0 Base ` 8 DStIS8 ' 0.004 0.001 i 6.711 0 I 0 0 Base 8 DStIS9 0.011 -0.007 5,724 0 0 0 Base ! 8 DSt1S10 ' -0.008 - -0.003 E 6216 0 0 0 Base 8 DStS11 ' 0.023 -0.002 6.219 0 0 • 0 Base 8 DStID1 0.01 : -0.004 t 8.759 ; 0 0 0 Base 8 DStID2 0.027 -0.004 16.157 ! 0 0 0 Base 9 D 0.203 -0.459 12.456 0 0 0 Base = 9 L , 0.087 -0.303 8.19 0 0 0 Base 1 9 Ey ' 0.32 -7.983 t 33.855 : 0 0 0 Base ' 9 Ex -2.745 0.617-19.542 0 0 0 Base I 9 . DSUS7-NL Max 0.604 -8.586 51.402 I 0 0 0 Base 9 DS11S7-NL Min 0.604 -8.586 51.402 0 0 0 Base 9 S 0.017 -0.056 ' 1.543 0 0 0 Base , 9 DStIS1 0.284 -0.642 17.439 0 0 0 Base 9 DStIS2 0.392 -1.063 : 28.823 i 0 0 0 Base 9 DStIS3 0.359 -0.943 25.607 0 0 0 Base 9 DSIIS4 0.693 -8.935 i 59.67 0 0 0 Base 9 DStIS5 0.053 7.032 -8.04 ' 0 0 0 Base , 9 DStIS6 -2.372 -0.334 6.274 0 0 0 Base 9 DStIS7 3.118 -1.569 45.357 0 0 0 Base 9 DStIS8 0.464 -8.309 ; 42.696 0 0 0 Base 9 DSUS9 -0.176 7.658 -25.014 0 0 0 Base 9 DStlS10 -2.601 0.292 • -10.7 0 0 0 Page 22 of 25 Loads 7/28/2014 Table 4.11 - Joint Reactions (continued) Story; Joint Load FX FY FZ Label : Case/Combo : kip ' kip kip Base 9 DStIS11 2.889 -0.943 28.383 Base 9 DSBD1 0.203 -0.459 12.456 Base 9 DStID2 0.29 -0.761 20.646 Base i 10 D -0.28 -0.008 8.602 Base 10 L -0.185 0.0001166 4211 Base 10 Ey -0.473 -0.012 16.041 Base 10 Ex -2.756 0.001 18.683 Base 10 DStIS7-NL Max -0.866 0.033 28.069 Base 10 DStIS7-NL Min -0.866 0.033 28.069 Base 10 S -0.032 1.845E-05 0.629 Base 10 DStIS1 -0.392 -0.012 12.043 Base 10 DStIS2 -0.649 -0.01 17.376 Base 10 DStIS3 -0.573 -0.01 15.541 Base 10 DSttS4 -1.055 -0.024 32.337 Base 10 DStISS -0.108 0.001 0256 Base 10 DSt1S6 -3.337 -0.01 34.979 Base 10 DSUS7 2.175 -0.012 -2.387 Base 10 DSt1S8 -0.672 -0.018 22.147 Base 10 DStIS9 0.274 0.007 -9.935 Base 10 DSt1S10 -2.955 -0.005 24.789 Base 10 DSt*S11 , 2.557 -0.007 -12.577 Base 10 DSt1D1 I -0.28 -0.008 8.602 i • Base 10 DStID2 -0.465 -0.008 12.814 4.3.1.7 Modal Results MX MY I MZ kipdt kip-ft - kip-ft Table 4.12 Modal Periods and Frequencies Case . Mode Modal Modal Modal Modal Modal Modal Modal Modal Modal Modal Modal Modal Period sec cYtiftee 0.513 1.949 2 0.477 : 2.095 3 0.439 + 2.277 4 0.231 4.333 5 0.231 4.337 6 0225 4.446 7 0.225 4.448 8 0.214 4.681 9 0.203 4.934 10 0.202 4.94 11 0.197 5.084 12 0.197 5.086 Page 23 of 25 Circular •OrequenitiIgeavaiue isaica radises 12.2457 149.9583 13.1616 173.2269 14.3099 204.774 27.2256 741.235 27.2501 742.5703 27.9361 ` 780.4262 27.9472 781.0455 29.4116 885.042 31.002 961.1217 31.0398 963.4674 31.941 1020.2284 31.9571 1021.2574 Loads 7/28/2014 Table 4.13 - Modal Participating Mass Ratios (Part 1 of 2) Case Mode Period UX UY UZ sec Sum Sum UX UY Sum UZ Modal 1 0.513 0.0039 0.0482 0 0.0039 0.0482 0 Modal 2 0.477 1.281E-06 0.8967 0 0.0039 0.9449 0 Modal 3 0.439 0.9462 0.0001 0 0.9501 0.945 0 Modal 4 0.231 0 0 0 0.9501 0.945 0 Modal 5 0.231 0 0.0003 0 0.9501 0.9453 0 Modal 6 0.225 9.299E-07 0.0013 0 0.9501 0.9465 0 Modal 7 0.225 0 0 0 0.9501 0.9465 0 Modal 8 0.214 0.0001 0.0528 0 0.9503 0.9993 0 Modal 9 0.203 0 0 0 0.9503 0.9993 0 Modal 10 0202 9.482E-07 3.12E-05 0 0.9503 0.9993 0 Modal 11 0.197 0 0 0 0.9503 0.9993 0 Modal 12 0.197 4.561E-06 1.92E-05 0 0.9503 ' 0.9993 0 Table 4.13 - Modal Participating Mass Ratios (Part 2 of 2) Sum ; SUM Sum RZ Cate Mode RX RY RZ l2X RY Modal 1 0.0073 0.0001 0.939 0.0073 0.0001 0.939 Modal 2 ' 0.1116 2.484E-05 0.0477 0.1189 0.0002 0.9867 Modal 3 2.769E-05 ' 0.1133 i 0.0038 0.1189 0.1134 0.9905 Modal 4 0 0 0 0.1189 0.1134 0.9905 Modal 5 0.0008 0 0.0001 0.1198 ; 0.1134 0.9906 Modal 6 0.0193 i 1.871E-05 ' 0.0001 0.1391 0.1134 0.9907 Modal 7 0 • 0 0 0.1391 0.1134 0.9907 Modal 8 0.8372 i 0.0024 0.0005 0.9763 0.1159 0.9911 Modal 9 0 1 0 0 • 0.9763 0.1159 0.9911 Modal 10 0.0026 1 8.785E-06 0.0001 0.9788 0.1159 ' 0.9912 Modal 11 0 0 0 0.9788 0.1159 0.9912 Modal 12 0.0006 0.0001 i 0.0002 0.9794 , 0.116 0.9914 Table 4.14 - Modal Load Participation Ratios ; Case I Item Type item Modal . Acceleration UX 99.12 t 95.03 Modal Acceleration • UY 100 99.93 Modal Acceleration UZ 0 0 Table 4.15 - Modal Direction Factors Case ' Mode Perri '1 sec i UX r UY 1 RZ Modal 1 ' 0.513 0.004 0.049 0 0.947 Modal 2 0.477 0 • 0.951 0 0.049 Modal 3 0.439 0.997 0 0 0.003 Modal 4 0.231 0.004 0.839 0 0.157 Modal 5 0.231 0 0.75 0 0.25 Modal 6 0.225 0.001 0.981 0 0.017 Page 24 of 25 Loads 7/28/2014 Table 4.15 - Modal Direction Factors (continued) riod Casa Mode PBe UX UY UZ RZ Modal 7 0.225 0.333 0.578 0 0.09 Modal 8 0.214 0.003 0.985 0 0.012 Modal 9 0.203 0.097 0.603 0 0.3 Modal 10 0.202 0.004 0.241 0 0.755 Modal 11 0.197 0.929 0.001 0 0.07 Modal 12 0.197 0.031 0.858 0 0.112 Page 25 of 25 rel(3) m OL. Z/ =0 96x9 M(3) ri „Zc(3) „ZC(3) Z/E =0 '9Z)(91.N1(3) rj ,,Zc(] ) •r-J nzc(3) '9Z3(9LAA(3) „N(3) •fs*J „ZC(3) 0 LLI Z/L=0 '9V9IM(3) Y) z „z(3) Z/ 1=D `9V9 L M(3) W „zc(3) "1"A „ZC(3) Z/ =D '9V9 MO) ri 917gx-175q7 SSH(3) C?i,.zc(3) ..91/5xtx:17..1. 1"2:1 „Zc(3) C.) 0 OPTIA 3 ZZxt LA() otxu(3) CD ZZxt ttil(3) ti>117Z3 t>itZ(3) 17)117 3 ZZxtlAk(3) 9X9IM Otx9 ETABS 2013 13.1.3 Be 0 6/30/2014 4- • - „ II • . I " (%1 tAss‘ ics ) t-low cy;-td,ic 9 Skow Jet" I l.cA trA tft ext. rAit. 14906-3D-OMF on LF.EDB 3-D View Steel Design Sections (AISC 360-10) kip, in, F ETABS 201313.1.5 ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details License #`1HC6MM4UDUVQQBC Level i Element Location (In) Stor RF . B1 67.5 Combo Element Type Section i Classification DStIS2 Ordinary Moment Frame HSS12X6X3/8 Compact LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 135.0000 1 0.95 Analysis and Design Parameters Provision LRFD Analysis 2nd Order Direct Analysis General 2nd Order Reduction Tau-b Fixed Stiffness Reduction Factors aP, /P. Tb ' EA factor I El factor 1.649E-04 2.42E-05 1 1 0.8 Design Code Parameters 0.8 mb me 0.9 1 0.9 Tr TF m y i G V.RI m VT 0.9 0.75 0.9 1 1 Section Properties A (In') J (In') I33(In') I In {in') A„3 (ins) A „2 (in') 11.8 178 215 j 72.9 3.46 7.65 Design Properties S 33 (Ins) 35.83 S n (In') Z33 (In') Zn (in') r33 (in) 1 rn (in) C., (in') 24.3 44.8 27.7 42685 I 2.4856 Material Properties E (IbM') I f, (1b/in2 I R, i a 29000000 I 46000 1.3 1 NA HSS Section Parameters HSS Welding I Reduce HSS Thickness? ERW No Stress Check forces and Moments Location (in) I P . (kip) 1 M u33 (kip-ft) 67.5 -0.089 47.8056 M,2 (kip-ft) V.2 (kip) 0.1331 -8.334 V, 3 (kip) ! T 0 (kip-ft) -0.025 -0.1806 14906-3D-OMF-LFW no fixed (X).EDB Page 1 of 2 7/29/2014 ETABS 201313.1.5 License #'1 HC6MM4UDUVQQBC g— (, Axial Force & Biaxial Moment Design Factors (H1.1b) L Factor I K1 K2 B, I B2 I Cm Major Bending 0.956 ; 1 1 1 ' 1 ' 1 1 1 Minor Bending I 0.478 j 1 I 1 1 1 1 '--- 1 Parameters for Lateral Torsion Buckling Lob I K,lb Cb 0.478 I 1 i 1.13 Demand/Capacity (D/C) Ratio Egn.(H1-1b) WC Ratio = ; (P, /2Pc) + (M r33 /M 433) + (M rr2 /M c22 ) 0.311 = 9.739E-05 + 0.309 + 0.001 Axial Force and Capacities P w Force (kip) 0.089 4)P pc Capacity (kip) j°j $P., Capacity (kip) 459.41 i 488.52 Moments and Capacities M. Moment (kip-ft) $M„ Capacity (kip-ft) OM. No Ltbb(kip-ft) Major Bending 1 47.8056 154.56 154.56 Minor Bending 0.1331 95.565 Torsion Moment and Capacities T. Moment (kip-ft) Major Bending -0.1806 T n Capacity (kip-ft) I +T n Capacity (kip-ft) 47.8056 154.56 105.3215 94.7894 Shear Design Major Shear Minor Shear V, Force (kip) I $V.Capacity (kip) 8.334 ' 189.907 0.025 1 85.877 End Reaction Major Shear Forces Left End Reaction (kip) I Load Combo I Right End Reaction (kip) i Load Combo 9.454 I DStiS11 1 9.454 DStiS11 14906-3D-OMF-LFW-no fixed (X).EDB Page 2 of 2 7/29/2014 ETABS 201313.1.5 ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) License #'1 HC6MM4UDUVQQBC Element Details Level 1 Element! Location (In) ' Combo Element Type Section Classification Story 2F I B3 ! 140.4545 I DStIS2 Ordinary Moment Frame I HSS12X6X3/8 LLRF and Demand/Capacity Ratio L (in) LLRF Stress Ratio Limit 258.0000 1 0.95 Analysis and Design Parameters Provision LRFD Analysis 2nd Order Direct Analysis General 2nd Order Reduction Tau-b Fixed Stiffness Reduction Factors .,' aP, IP, 1 aP, IP. T b EA factor i El factor -1.356E-04 1 -7.598E-05 1 0.8 i 0.8 Design Code Parameters Compact 4 b 0.9 OTT OTF �v ov.w a), 0.9 0.9 0.75 0.9 1 1 Section Properties A (in') 11.8 J (In') 178 13300 j In (in') 215 I 72.9 A w (in') 3.46 A.2 (in') 7.65 Design Properties S 35.83 S n (in') 23, (ins) Zze (in') r33 (in) rr2 (In) C.(in') 24.3 44.8 27.7 4.2685 2.4856 Material Properties E (Ibfin') 1 f, (Ib/in') 1 R, a 29000000 1 46000 I 1.3 I NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW I No Stress Check forces and Moments Location (in) 140.4545 P. (kip) 0.074 M v33 (kip-ft) 63.205 M „n (kip-ft) Via (kip) f V „3 (kip) T„(kip-ft) 1.104 ! 0 0.1122 0 14906-3D-OMF-LFW no fixed (X).EDB Page 1 of 2 7/29/2014 ETABS 201313.1.5 License #"1HC6MM4UDUVQQBC Axial Force & Biaxial Moment Design Factors (H1.2,H1-lb) L Factor K, I K2 B, I B2 I Cm i Major Bending 1 0.977 1 1 1 I 1 I 1 1 1 Minor Bending 1 0.977 ; 1 1 T 1 1 1 1 Parameters for Lateral Torsion Buckling LKith 0.977 1 Cb 1.136 Demand/Capacity (D/C) Ratio Egn.(H1.2,H1.1b) D/C Ratio= (Pr/2Pc)+(M,,3/Ma3)+(M,221M,22) 0.409 = 1 7.535E-05 + 0.409 + 0 Axial Force and Capacities P. Force (kip) j 4IP„Capacity (kip) 0.074 244.674 OP M Capacity (kip) 488.52 Moments and Capacities M„Moment (kip-ft) Major Bending j Minor Bending 63.205 0 4)M„Capacity (kip-ft) I •M„ No LTeo(kip-ft) 154.56 I 154.56 95.565 Torsion Moment and Capacities T . Moment (kip-ft) Major Bending 0.1122 T„ Capacity (kip-ft) I $T„Capacity (kip-ft) 63.205 154.56 105.3215 j 94.7894 Shear Design Major Shear V„ Force (kip) 1 •V„ Capacity (kip) 1.104 1 189.907 Minor Shear 0 85.877 End Reaction Major Shear Forces Left End Reaction (kip) Load Combo Right End Reaction (kip) 12.139 I DStIS11 12.139 Load Combo DStiS11 14906-3D-OMF-LFW-no fixed (X).EDB Page 2 of 2 7/29/2014 ETABS 201313.1.5 ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Element Details License #'1 HC6MM4UDUVQQBC c_I Level Story 2F Element Location (in) Combo! Element Type I Section I Classification C2 0 DStIS5 j Ordinary Moment Frame I HSS6XSX1/2 j Seismic HD LLRF and DemandlCapacity Ratio L (in) 231.9600 LLRF Stress Ratio Limit 1 j 0.95 Analysis and Design Parameters Provision !RFD Analysis 2nd Order Reduction Direct Analysis General 2nd Order Tau-b Fixed Stiffness Reduction Factors aPr,Py 0.089 aPr/P. 0.139 T b EA factor 1 El factor 0.8 j 0.8 1 Seismic Parameters Ignore Seismic Code? Ignore Special EQ Load? Plug Welded? SDC I Rho S os R ad Cd No No Yes D 1.25 1 0.951 3 3 j 3 Design Code Parameters mb 0.9 06 mr 0.9 t 0.9 Orr 0V.RI 0.75 0.9 E 1 m yr Section Properties A (In') J (in') 133 (iM) 1 In (in') A.3 (in') A.2 (in1 9.74 81.1 48.3 . 48.3 4.28 4.28 Design Properties Sxi(in') Sn (In') 16.1 16.1 14906-30-0MF-LFW-no fixed (X).EDB Z 33 (in3) Zn (in') i r33 (in) 19.8 I 19.8 2.2269 Material Properties rn (in) C,, (in') 2.2269 E (Iblin') fy(Ib/inl j1 RI, 1 a 290000001 46000 1 1.3 j NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Page 1 of 2 7/29/2014 ETABS 201313.1.5 License W1 HC6MM4UDUVQQBC } (ASCE 12.4.3.2(5): (1.2+0.2*Sds)*D + 1.0'L - 0mega0'0e) Stress Check forces and Moments Location (In) P„ (kip) M (klp-ft) 0 i -71.993 0 M „22 (klp-ft) j V,a (kip) ! V.3 (kip) I T„(kip-ft) 0 0 0 I 0 Axial Force & Biaxial Moment Design Factors (H1.1a) 1 L Factor; K, K2 B1 I B2 ` Major Bending I 0.948 1 1 ( 1 1 I --- Minor Bending f i 0.948 I 1 1 I 1 Cm 0.6 1 ! 0.6 Parameters for Lateral Torsion Buckling LI i Km Cb 0.948 1 1.667 DemandlCapacity (D/C) Ratio Egn.(H1-1a) DIC Ratio = (Pr /P c) + (8/9)(Mas 1M es) + (819)(M ai IMF ) 0.344 = 0.344+0+0 Axial Force and Capacities P„ Force (kip) j $P „,Capacity (kip) 4iP„1 Capacity (kip) 71.993 209.184 403.236 Moments and Capacities 1 M. Moment (klp-ft) OM„Capacity (kip-ft) 1 •M„ No LTao (kip-ft) Major Bending Minor Bending 0 0 68.31 68.31 68.31 Torsion Moment and Capacities T. Moment (kip- t) Major Bending 0 T„ Capacity (kip-ft) •T„Capacity (kip-ft) 0 I 68.31 64.6376 ; 58.1738 Shear Design V„ Force (kip) *V„Capacity (kip) Major Shear Minor Shear 0 106.381 0 i 106.381 14906-3D-OMF-LFW no fixed (X).EDB Page 2 of 2 7/29/2014 ETABS 201313.1.5 License r1HC6MM4UDUVQQBC Z ETABS 2013 Steel Frame Design AISC 360-10 Steel Section Check (Strength Summary) Level Story 2F Element C9 1 Element Details Location (in) I Combo I Element Type 1 Section [ Classification 0 DStIS5 Ordinary Moment Frame HSS6X6X12 i Seismic HD LLRF and Demand/Capacity Ratio L (in) 1 LLRF Stress Ratio Limit 231.9600 1 0.95 Analysis and Design Parameters Provision LRFD Analysis 2nd Order Direct Analysis General 2nd Order Reduction Tau-b Fixed Stiffness Reduction Factors aP./Py 0.019 aP,/P. Tb I EA factor; El factor 0.03 1 0.8 0.8 Seismic Parameters Ignore Seismic Code? Ignore Special EQ Load? Plug Welded? SDC 1 1 Rho S os R 00 Cd No No Yes D 1.25 1 0.951 3 3 3 Design Code Parameters •b •d 0.9 i 0.9 mr 0.9 TF `••V � V-RI 0.75 0.9 1 0 VT 1 Section Properties A (1n2) J (in') In(in') I n (in') A.3 (in') A (in') 9.74 81.1 48.3 48.3 4.28 4.28 Design Properties S as (in') 16.1 I 16.1 Sn (in" 14906-3D-OMF-LFW-no fixed (X).EDB Zn (in') 19.8 Zn (In') 19.8 Material Properties r33(in) I rn (in) C.(in') 22269 2.2269 I E (lb/in') f,,(lb/in') R„ • a 29000000 46000 I 1.3 1 NA HSS Section Parameters HSS Welding Reduce HSS Thickness? ERW No Page 1 of 2 7/29/2014 ETABS 201313.1.5 License #•1 HC6MM4UDUVQQBC (ASCE 12.4.3.2(5): (1.2+0.2*Sds)*D + 1.0% + Omegao•Qe) Stress Check forces and Moments Location (In) j P u (kip) M „33 (kip-ft) 0 -75.488 0 M„2s (kip-ft) V,2(kip) I Vu3(kip) T,(kipft) 0 0 0 0 Axial Force & Biaxial Moment Design Factors (H1-1a) L Factor' K1 Major Bending 1 0.948 Minor Bending 0.948 I 1 i K2 I B1 i s 1 i 1 B2 I Cm 1 1 ( 0.6 1 1 1 I 0.6 1 Parameters for Lateral Torsion Buckling 0.948 1 Ce 1.667 Demand/Capacity (D/C) Ratio Egn.(H1-1 a) D/C Ratio = (PrIPc)+(8/9XMra31Mw)+(8l9)(Mru �) 0.361 = 0.361 + 0 + 0 Axial Force and Capacities P„ Force (kip) ! •P „,Capacity (kip) 4)P m Capacity (kip) 75.488 209.184 403.236 Moments and Capacities M „ Moment (kip-ft) 4)M„Capacity (kip-ft) Major Bending Minor Bending 0 0 68.31 68.31 4)M„No LIB°(kip-ft) 68.31 Torsion Moment and Capacities T„ Moment (kip-ft) T„ Capacity (kip-ft) d!T„Capacity (kip-ft) Major Bending 0 68.31 0 64.6376 58.1738 Shear Design V„Force (kip) i $V„Capacity (kip) Major Shear Minor Shear 0 i 106.381 0 106.381 14906-3D-OMF-LFW-no fixed (X).EDB Page 2 of 2 7/29/2014 MI --I co co w Q =3� u 2 U,...c O 2 at o m C V) C173) y 8 0 5 cRv_ w u$3 c g a ° U. N c c w � J m 0 y 5 Z 05 CO C LL C 'cIL < O w 0.0051 <limit tie/hp c+) II 'O U In N c 0 0 c M A 11 L V II I a X N 1] U. N �CZ u co co co U La OMF Critical beam column design check by Etabs program output, see page OMF-4-5 co A a m co (for 3 col of 2 bay OMF) 0.0097 <0.3 ? MT-Z 0 aai 13 2 C 0 c s 31 w H ,c e co o M .c o H V) 0) 8 0 g w w ce CC W 'cU 1` ~ a Li Y m x, C tiw >IXw p=7 '.3) E ~ c ~ OW U a) d cam" g 1 0 3 co �i S ' -o nn OMi A c m: = - c E c � o E aaa� 3 0. Q� G.a0.a = 3 NT e O tD C e- N II p. �j vL CO O sf to ni O N tV 10 co 01 a V C Ti��.=T E min U M� o c.�� to 1p 7 t n 0 = 0 01 0 O c t c .7 N Vl e V H Y N co c N.o Y lug C 01 E �'°°cfl� E { co E E E 2�(0a3 o 9 cco C,r '-' N g:L.....II 2 .Porno �' g 5 s cot In73 k -Z c �C Cl ni Mi8a.O Ni 0 Li+ t re 0 .0 Erj r i3 a� v c Q ea T; c 0! a♦ II .- + >, 10 w C)d C. C-4f) La 3 x �0. E c`wo c a€0LL�r c O•Q cNi E u. om E ,..�oZ-' �' oo —E' n M II n Ca 8 s.u'.c> 3 p po Y y c t 0 a.— 0) • .to r—. c9 . co t 0 Ua2.-»>D - U2In.oSre0in off'_ U c c 8 M v to u. m d co 0 U) 151 (626) 44$4132 ANF &ASSOCIATES P: (6)44 carom nnatelPstleasst 9420 Telex Armmo.8edb II$ ® asmis, CA91731 Jo. No. t4q °6 By. VLF a DAra SH. o. ( Veva-tor pear. line 1 /56,4 :6.6 . r _ Mx • L L `fkEL /2 Ei E. Ca( 9) betWettA "T'tor L_' (1 box= „L - if,4 0.7 (c- ft Sa„1e qs 32 = �(S'. I( CO) G-I our cpM� _ 'o ,I k-ft (Agotk cnxks di I-) d(;r /4.1 Zh= Pet Ph 6i Ill-z Mx n , 47 yz. # l 14f' i __-ro 4.t.� - o, (63 G.1 v, • a;o 7-A -4- tlf / . _ p, t13 c( o.k 5 tin aNey 50 . o. k l �� k / _ (II.1�,l(�i)c , yo�C(z- i2.A.29xro3x12.1 793 lea °k• c+�;n ) __ Tel: (626) 4 8-$182 ANF Canklieg & 626) 443-6092 ral F edTFS Fax: l set • !W Tatar Menge, S t. lld, FJ Mae, CA 81731 • Joe No. 1e qO.6 By la- l'K DATE Sti.--OF . vAtoY nEA)- I►-�{ - .I /s`,Z-� cC.6 iticc,1 ioc ¢a cr -4= t,6 K = o»k. npt �i1s tawe D(4i1y oc.cAr 1.6)(17 7, k-�t µx - 4 µ 3.0.84 - 3. 8 k -- �e . 1( ,1 i r vir Qak 0,x y1 DX. 5 t ,c tgx�z Lb = a' k� — P� = Pep = s3,g ft = (36.5 12 ( X to _ s 1-- _o 0 "re 1.. C o' er Pn 12 fcr = t ks: (9 f c 1 o. k. % L2-1-ix L 01,61eta- )x((T ok GF6pQ N 481.1 IZEI !Z x 2/Into X 41 • • Tel: (626) 4484182 ANF & ASSOCIATES Fax: (626) 448-8092 Caws Sthicisral Iragineere FA": magailletheLlel M28 Teihr Meese, Smile 1111, H Meets, CA 91731 7.1evartor %cow .TIi Q a e l pi-N des` tv, t, x +144 2° f JOB No. BY DATE sH of 3 l,nc. t ( ref ti4-5- us-e. wsx 3f1. ,TX r 3, 4 h,(_ 3,6eIT = 0,( weAis Ax;$ -x-our c Mn — 7 o. I lc -ft. L6=In -)61 k .-5! = 0 1,, < OR/ AO o to$ + 11, 34 i OP-, 9S M•, 2-()M K r0;4 B i S 5 ni er 0 1�. 6, .6,4 0 IC 0,1c. .44 lAX L 0111 )41z) ,C { t t x r2) L 48 P-x 2/0vo)t,7sl Z <• o K Mk (626) 448.8182 t I ANF & ASSOCIATES ( .2 92 ElInk 9420 TeL K Comm S fie+ By V , • DATE hWIG 2, (If' berAvenue, fides 118, UMW., CA 91731 5K 1— of o , Elevator • • 4e - c f- - 0 C-,YAr(e 0,41.S o, M C-1B I dowej p(. cot s. c, ;-d to (t) 3Yc,1e 5D lI`oz C c'l c o betwe-et-, c,+.Q vim. pips 4 r t. D . to CLe ck- c S a' --1 '1`-'41'`` rpi trL i0,5► pact rvA, 4 ) p�� 9 Crztb..,ll = 571 . ,L (i $— 1> El56,1- 6,6 Wq = (Awe(ta 6410,4 e x ct rt 4er Beu„ Sut 0`m CE) 3 cool. CId tc! Spew, (o,S clesb Sprti,, P c,'ub$.Pn (L) emu w� ,V cAM(M rwtdc) It 5- [11 -f- I, 6 V1.f -+ 1.5'6,1f co I' . c6 $k;dcra;k $M;d 5.,; . PAD Iz,4-- 3 +)-t5': 0.7 Pao= s'sk Pi L. 81 it )., S = (9,1 lc Ps P =>,r k Pic 33,9 i = 31, 7 K Psi 1 lc tS = I.s�3 K C ,ec..k 6y Fof r comic Si,eet P( jel (11:)( 60') 1 4 l I I £ w- 4 GB-� Pi $rbr ItA;c er rail g Pin = Pibs 2,5 IL P� = I o k r Col tl P,p = RS+ 3tc PZt= 4,1 K Fursl,4 bg Lis= 0,PT3k (Arc, 0115 + S`1[ 5e t EN.► cell. 544ett. y @— z. <6e-1)) (i a ) Cy;.tilg...B.S wo‘il 5(nL Wp = 0 • 3 -t- °,P'". 'PO) = rzb cat bass :)o, ' • ? Tel: (626) 448.8182 ANF & ASSOCIATES Fax: (62�448- 2 ICassitis Fend: met met WU Telltale Avesee, Smite 11s, ® Matte, CA 91731 __ -b Joe No BY DATE SH. (.1 g or 8. Z ,�1 Pi iii —� 2 tAr 1 1 1 1 41 L = L1,51 kL '7 fit.i5 i, ti�,.t u -At 145pi oi,Ley eCtuo:tOy b = 5i15.1 C0 kVlt 1,y -liw•c of loam. Zrn.1e 5, + t^3'4l = it (yS -1- vo-scl f PIE _ Pi4 = 3.`1Stc P>E.= 4°k C-C . get E$.yC%L ci6 - '1 ckac.G . d rrt`t1r ao ,..to p;(e c,.s t ckec,(c P; iQ -FQo ; (JP w:11 Qa ido �.Scc ae,- r01;1 c Fo;4) o\1 Svc. trdele r g ra j', g.,.,. rJ 6)' e X tr..- art or dcwe JeS: 1 O, os-e ANF Assodates Consulting Structural Engineers Engineer: Wei Chi Uu Title Block Line 6 Concrete Beam Liic. # : KW-O000953 Description :-GB1-(1IC.5-D) pit bad to (E)-30x24- CODE REFERENCES Calculations perACl 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc = fr= fcfn ' 7.50 W Density LtWt Factor Elastic Modulus = fy - Main Reber = E - Main Reba = 3.0 ksi = 410.792 psi = 145.0 pcf = 1.0 3,122.0 ksi tb Phi Values Flexure : Shear : pi 0.90 0.750 0.850 Project Title: Engineer: Project Descr. Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Simi = # 4 Number of Resisting Legs Per Stirrup = 1.0 60.0 ksi Load Combination IBC 2012 0(17.0) L(10.7) S(1.33) E(311Y) Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Height = 24.0 in Span #1 Reinfordng.... 348 at 3.0 in from Bottom, from 0.01010.0 ft in this span 348 at 3.0 in from Top, from 4.0 to 10.0 ft in this span Applied Loads Beam self weight calculated and added to loads Point Load : 0 =17.90, L=10.70, 'S=1.530, E = 38.90 k tiT4 4.0 ft, (P1) Uniform Load : D = 3.10 k/ft, Tributary 1Mdth =1.0 ft, (wall and pit) Point Load : D = 2.50, L = 2.50, E =19.0 k 0 8.0 ft, (P2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.708: 1 Section used for this span Typical Section Mu : Applied-152.999 k-ft Mn • Phi : Allowable 216.117k-ft Load Combination +1.390D+0.50Li0.70S+E+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Section 1 3-#8 M &21'.3-fl8 0 d=3•, -- Section 2 348 @ d=21',348 (#d=3',3- 88 @ d=3•, Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXfmum 64.290 65.460 Overall MINimurn 0.991 0.539 D Only 30.984 27.666 L Only 7.194 6.006 S Only 0.991 0.539 L+S 8.185 6.545 30' w x 24-h Spam10.00 Project ID: CBI Ni te4. 2'.4 2@14. 122r4n - File = u:IWSV cky nercal1482CA-1.EC6 ENERCALC, INC.19832014, 8ui06.14.t.28, Ver.614.1.28 SI N' t Licensee : ANF & ASSOCIATES 30 in D(2y) L(2 5) E(10) CL e 4c Jo"' (1 "r o jr`f) 70c1.4 0,1L 348 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Service Toads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Desn OK 0.006 in Ratio = 21025 0.000 in Ratio= 0<360 0.009 in Ratio = 13762 . -0.003 in Ratio = 34446 Top d Bottom references are for tension side of section Max Mu Dal.. PhpMn (kit) Momentof YtarGa Bottom Top Bottom Top I gross la - Bottom la - Top 0.00 0.00 216.12 216.12 34,560.00 6,943.91 6.943.91 0.00 0.00 216.54 409.65 34,560.00 6,993.16 12,228.06 Support notation : Far left is #1 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Liu Tale Block tine 6 I Concrete Beam Project Title: Engineer: Project Descr. Project ID: Pnr4e1, 2 . JUL 2014, 1:22r4.1 File = U:tWS i 1482CA-1.EC6 ENERCALC, INC. 1983-2014, Build614.128, Ver:6,14.1.28 Lic. ;x : KW-06000953 Licensee : ANF & ASSOCIATES Description :-GBt-(11C.5-D) pit load b (E)-30z24- Vertical Reactions - Unfactored Load Combination Support 1 Support 2 EE-Only 27.184 30.716 -E Only -27.184 -30.716 D+L 38.178 33.672 D+S 31.976 28.204 D4L+S 39.170 34.210 DIE 57.670 58.880 D-E 3.801 -3.051 D+L+E 64.290 65.460 D+L-E 10.994 2.956 Shear Stirrup Requirements _ Between 0.00 to 3.9811, PhWc < Vu, Req'd Vs = 0.1332, use stirrups spaced at 8.000 in Between 4.00 to 5.71 fl, Vu < PhiVd2, Req'd Vs = Not Regd 11.4.6.1, use stirrups spaced at 0.000 in Between 5.73 to 7.98 fl, PhiVd2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 8.000 in Between 8.00 b 9.98 $ PhiVc < Vu, Redd Vs =19.414, use stirrups spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Load Combination location (ft) Bending Stress Results (k-ft ) Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Ernelope - Span* 1 1 10.000 -153.00 216.12 0.71 +1.40D+1.60H Span* 1 1 10.000 -81.83 216.12 0.38 +1.20D+1.60L+0.50S+1.60H Span* 1 1 10.000 -97.17 .216.12 0.45 +1.390040.501.40.70S4E+1.60H Span # 1 1 10.000 -153.00 216.12 0.71 +1.390D+0.5000.705-1.0E+1.60H Span# 1 1 10.000 48.81 216.12 0.13 +0.7098D4E40.90H Span* 1 1 10.000 -103.58 216.12 0.48 40:70980-1.0E+0.90H Span* 1 1 10.000 24.57 216.12 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'--' Dell D+t.+E 1 0.0087 105 40 BEAM-» 6 .26 •91 -156 76 39 g eEA6s-» •74 Support notation : Far left is #1 Location in Span 4.700 0.11 Load Combination Max.'+' Dell Location in Span 0.0000 0.000 0.90 1.90 2.94 3.10 4.90 Distance (Ft) •+L4DD.1.6611 ■ +1.2DD+1.6Dl.D.SDG.1.66e D ♦/.76DD.0.SDND.7o5.E.L60N • +1.7+D0+6.S0l+1.700-1AEa1.OD11 ■ +e.70 1D♦E+6.960 • .6.7D01D4. Dra6.9601 5.90 6.90 1.90 2.90 3.90 4.90 5.90 6.90 Die (ft) ■ +1.40D+1.60E ■ +2.2D0+1.601+0.505►/.6011 01 +1.100D+0.501+0.7D0►EN.60e 11 +1.3904+0.1111+0. 765.1.0E+1.600 • +1.7690D+E+6.904 + +0.7090D-1.0E.6.9on 7.91 0.90 9.90 0.90 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Uu Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Desaiption 0.004 eEAdE10» 4.003 4409 -GB1-(11C.5-D) pit bed b (E)-30z2 Project Title: Engineer: Project Desa: 4.70 Distance <ft) • DO•ly ■ D♦L ■ Ds% D+US ■ DSE a D•! + D+L+E • Dsl•! ■ DO•y ■ LO•y • SO•1y ■ l+t ■ EO•y ■ dO•y ■ D+L D+S • D+L+t ■ D+! • D•! ■ D+l+! ■ D+L•E Project ID: Pna0tst 19 JOI. 2014. 1;MA Fib = U:WVSVIcJ 1wcecc11482CA-1.Ec6' ENERCALU, INC. 1983-2014, Btild 6.14.1.28, Ver.8.14.1.28 Licensee : ANF & ASSOCIATES 0.70 370 2.70 370 5.70 120 7.70 !70 9.70 ANF Associates Consulting Structural Engineers Engineer: Wei Chi Uu Title Block Line 6 Concrete Beam Lic. # : KW-C6D00953 Description : -0131-(E156.2-56.6)-12x60- CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc to = 3.0 ksi b Phi Values Flexure : fr = fc • 7.50 = 410.792 psi Shear : W Density = 145.0 pcf X UM Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Reber = 60.0 ksi E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = Load Combination IBC 2012 f1 0.90 0.750 0.850 Project Title: Engineer: Project Descr: Fy - Stirrups 40.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 2 Project ID: 60/ Poled. 29 S'.iiati.4 1 3er1,1 File = U 1WSVickylenefcak11482CA-1.EC6 ENERCALC, INC.1983-2014, Build:6.14.1. 8,Ve:6.14.1.28 Licensee : ANF & ASSOCIATES ti 6. D(2 5) L(2.1)(Etle L(4.1) i O 643) E(19 4) f ' D(0.75) • * 12",* x80"h Span-8.50 Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 60.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.50 ft in this span Applied Loads Beam self weight calculated and added to toads Load for Span Number 1 Uniform Load : D = 0.750 k/ft, Tributary Width = 1.0 ft, (wall and pit slab) Point Load : 0 = 2.50, L = 2.50, E =10.0 k 4.0 ft, (P1) Point Load : D =11.50, L = 4.10, S = 0.6430, E =19.40 k 8.0 ft, (P2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.367: 1 Section used for this span Typical Section Mu : Applied 58.534 k-ft Mn • Phi : Allowable 159.457 k-ft Load Combination +1.390D+0.50L+0.705+E+1.60H Location of maximum on span 4.004ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Section 1 2- #5 0 d=56.5",2- #5 ft d=3.5', Vertical Reactions - Unfactored Load Combination Tverall MAXimum Overall MtNknum D Only L 0ny S Only L+S E Only Support 1 16.269 0.038 8.269 1.565 0.038 1.603 6.435 Support 46.289 0.339 18.269 5.035 0.605 5.640 22.965 2-#5 at 3.50 in from Top, from 0.0 to 8.50 ft in this span service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio 0.000 in Ratio = 0.000 in Ratio = Top & Bottom references are for tension side of section 0 c360 0<360 999 999 Max Mu (k-tt) PhIMn (kit) Moment of Inertia (in•4 ) Bottom Top Bottom Top I gross la - Bottom la - Top 0.00 0.00 159.46 159.46 216000.00 15,538.54 15,538.54 Support notation : Far left is #1 ANF Associates Consulting Structural Engineers Engineer. Wei Chi Liu Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Desaiption :-GB•1-(E156.2-56.6)-12x60- Vertical Reactions - Unfactored Load Combination D+L D+S D4L+S D+E D-E D4L+E D+L-E Support 1 :Support 2 -6.435 22.965 9.833 23.304 8.307 18.874 9.871 23.909 14.704 41.233 1.833 4.696 16.269 46.269 3.398 0.339 Project Title: Engineer: Project Desa: Support notation : Far left is #1 Shear Stirrup Requirements Between 0.00 to 7.99 ft, Vu < PhiVc t2, Req'd Vs = Not Reqd 11.4.6.1, use stnups spaced at 0.0001n Between 8.01 to 8.48 ft, PhiVd2 < Vu <= Ph►Vc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 14.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k-tt ) Segment Length Span # in span Mu : Max phrmnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 +1.40D+1.60H Span # 1 1 +1.200+1.601+0.505+1.601.1 Span#1 1 +1.20D+0.50L+1.60S+1.60H Span # 1 1 +1.390D+0.50L+0.70S+E+1.60H Span # 1 1 +1.390D40.501+0.705-1.0E+1.60H Span# 1 1 40.7098D+E+0.90H Span# 1 1 40.70980-1.0E+0.90H Span# 1 1 8.500 58.53 8.500 29.78 8.500 35.61 8.500 28.90 8.500 58.53 8.500 9.18 8.500 40.83 8.500 -10.62 Overall Maximum Deflections - Unfactored Loads 159.46 0.37 159.46 0.19 159.46 0.22 159.46 0.18 159.46 0.37 159.46 0.06 159.46 0.26 159.46 0.07 Project ID: Prtnk¢ 29 JUL 2014. 1:34p11 Fie = U:1WSVidgAsne ca c 1482CA•1.EC6 ENERCALC, INC.1983-2014, Budd6.14.1.28, Ver.6.141.28 Licensee : ANF & ASSOCIATES Load Combination Span Max. Deft Location in Span Load Combination D4L+E 60 42 . 24 7 SEAM- / -11 1 0.0009 4.335 Max. NY Dell location in Span 0.0000 0.000 0.01 151 251 3.34 4.11 5.04 5A7 4.72 757 0.42 Distance «t) 41 +1.40D+1.4D0 •+1.10D+1.001+D.3D5+1.00N • +1.300+D.SD3+1.0105+1.00111 ■+11.19110+0.303+0.705+0+1.600 w+1.ADD+D.s01+D.705-1.De+1.6De i<+0.709SD+11+D.0011 +0.7094D-1.05+D90N 11 SEAM-*7. .17 -34 -52 r r..n. OAS 1.0 251 3.34 411 5.04 5.07 1.72 757 0.42 Distance (IV • +1.40D+1.600 •+1.10D4 .601.0 3D5+1.600 01 +1160+1.)OL+1.605+1.60N. • 41.300D+O.1DL+0.705+0+L.6001 • +1.19OD+0.$11L+0.705.1.00+1.1100 IF +0.701 .900 +0.7091D4,OE+0.1DN ANF Associates Consulting Structural Engineers Engineer: Wei Chi Uu Title Block Lines _ Concrete Beam Lic. # : KW-06000953 Description : 9.00D. — 0.001 eEati-» . g •DA003 •O.00% •o.x10 -GB-1-(E156.2-56.6)-12x60- Project Title: Engineer. Project Descr. Project ID: yg_�1L Pr* J 29Jul X1( 1 »M Fib a U IWWiidyl aic51482CA-1.EC6 ENERCALC, INC. 1983 914, Bul t6.14.1.28, Verb.14.1.28 Licensee : ANF & ASSOCIATES NNW oao LAS 230 31S COO 4J5 S.70 cSS YAo Distance et) • DO.y ■ Dal ■ eat • D,L*! • D.! r. D•! t D.L.! ■ D+L•! ■ DO.y ■ L O.y • LO.y ■ t.i ■ !O•y ■ •00.1.1 • Dal O+S a Dalai ■ D+! a D•! • D+la! ■ Dal.! eas ANF Associates Consulting Structural Engineers Engineer. Wei Chi Liu Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Description : GB CODE REFERENCES REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties fc = 3.0 ksi th Phi Values Flexure : 0.90 fr = f c112 * 7.50 = 410.792 psi Shear : 0.750 ) J Density = 145.0 pcf a 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksl fy - Main Rebar = E - Main Reba = Project Title: Engineer: Project Descr. 40.0 ksi 60.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Size # = I 3 Number of Resisting Legs Per Stirrup = 2 Load Combination IBC 2012 Fy - Stirrups 0(3 75) 4(3 75) E(W 75) 4(3 75) E(30) Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 60.0 in Span #1 Reinforcing.... 245 at 3,0 in from Bottom, from 0.0 to 11.50 ft in this span Applied Loads trwx60"h scan-11.50 e Project ID: 01 Pnnte4. 24 JUL 2014. 2.11 PM • -File = u:1WSV'akyVanacalc 1482CA-1.EC6 ENERCALC, INC.19812014, Build:6.14.1.28, Ver.6.14.1.28 Licensee : ANF & ASSOCIATES Service Toads entered. Load Factors will be applied for calculations. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load : D =1.125 klft, Tributary Wdh =1.0 ft, (wall and pit slab) Point Load: D=3.750, L=3.750, E = 7.50k ftt 1.50 ft, (P1) Pant Load: D=3.750, L=3.750, E=30.0kii)5.750ft,(P2) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied 0.475 : 1 Typical Section 74.762 k-ft Mn • Phi : Allowable 157.334 k-ft Load Combination +1.20D+1.60L40.50S+1.60H Location of maximum on span 5.750ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Section l^ • Vertical Reactions - Unfactored Load Combination Overall MAXimum 0reral MlNimum DOny L Only E Only D+L D+E Support 1 42.431 5.136 15.773 5.136 21.522 20.909 37.295 Support 2 2.364' 13.002 2.364 15.978 15.366 28.980 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Desi.n 0 0.003 in Ratio = 44886 0.000 in Ratio = 0 <360 0.005 in Ratio = 30078 0.000 In Ratio = 999 <180 Top & Bottom references are for tension side of section Max Mu (k-tt) Ph"Mn (k-ft) Moment of Inertia (in"4 ) Bottom Top Bottom Top !gross la -Bottom la - Top 0.00 0.00 157.33 0.00 216000.00 15,769.42 25.44 Support notation : Far left Is #1 ANF Associates Consulting Structural Engineers Engineer Wei Chi Liu Title Block Line 6 Concrete Beam Lic. # : KW-06000953 Description : -GB-7-12x60- Vertical Reactions - Unfactored Load Combination Support 1 Support 2 D+L+E _ - 42.431 31.344 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVG2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Protect Descr: Support notation : Far letl is #1 Load Combination Low (6) Bending Stress Results (k-It ) Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope -- - - - - Spent/ 1 1 11.500 74.76 157.33 0.48 +1.40D+1.60H Span # 1 1 11.500 61.85 157.33 0.39 +120D+1.601+0.50S+1.60H Span # 1 1 11.500 74.76 157.33 0.48 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max." Dori Location in Span Load Cambinaton D+L4E 76 S7 a sE -sa 20 16 C. 4 BEAM-.• 4 40 BEAM-ss 4.0012 g 4.0073 4.0035 4.0047 1 0.0046 5.635 Project ID: Gt3-111 r ta4: 24 AR.2914, 211p 1 File = istWSVIck lenercalc11482CA-1.EC6 ENERCALC, INC. 19812014. Biild:6.14.128, Vee6.14.1.28 Licensee : ANF & ASSOCIATES Max. '+' Deft Location in Span 0.0000 0.000 1.12 2.27 3.42 451 S.72 Distance (ft) • 41.4ID+1s9D ■ +1100+1.661+e30541.6•D 6 07 0.02 9.17 1032 11.47 w„^ 1.12 227 3.42 457 572 Dstance (ft) • +1.40D+1.609 • +1.10D+1.00U0.S0S+1.60a 647 •A2 9.17 1032 11.47 031 1.9i 3.11 4.26 SA1T 656 771 Distance (It) ■ DO.y • D•L • 0+c • D+1+a • DO•y ■ lMoy , SO-y • D+l • D40 • D+I+C 0A6 loaf ETABS 201313.1.3 R— 7/3/2014 14906-3D-OMF-LFW-no fixed (X).EDBD View Restraint Reactions (D) kip, in, F ETABS 201313.1.3 tk- 7/3/2014 te IA' fa P4 ft -1" .„4,4s4:7\ 14906-3D-OMF-LFW-no fixed (X).ED.D View Restraint Reactions (L) kip, in, F STABS 201313.1.3 14906-3D-OMF-LFW..no fixed (X).ECBD View Restraint Reactions (S) k- 3 7/3/2014 kip, in, F ETABS 2013 13.1.3 41. 7/3/2014 CD io co ax ,.Aker tx le.ok 2 9 j24 9414c. 4so...41 dM 0a80—°�L�3 3S =Do(VIA rt. 101 .eo, a L. o1(L ar.ft oo,.,.ii x dlr tit o,vo 17.33X n.. 1.15 .4a1oz. oK 14906-3D-OMF-LFW no fixed (X).EDED View Restraint Reactions (Ex) kip, in, F ETABS 201313.1.3 7/3/2014 !o u &4.er E 1. 10"A stir 015 ,• a W 01 0) 0 CO 0, 51 0,tb1 0,vir 0,0036 Z0,02. 01K. 3'F fir; �c d otvic 41Y 0,00 4$ /`/ L 4 t0.1- 14906-3D-OMF-LFW no fixed (X).EI3ED View Restraint Reactions (Ey) kip, in, F ETABS 2013 13.1.3 7/3/2014 ' - 6 ) ' •1 4 7-. 1 Y k $ . likeac„..-ki.a1" TO h..1 6 14906-3D-OMF-LFW-no fixed (X).EDB Plan View - Base - Z = 0 (ft) kip, in, F • cr. ANF & Associates Project Mervyn's at South Center Mall Consulting Structural Engineers Location 2800 Southcenter Mall, Tukwila, WA 98188 Engineer: Vicky Liu For Westfield Design & Construction Job No.: 14906 Date: 07/03/14 Page: k - 1 Reaction T,max=(0.6-0.14Sds)*Dt0.7(Ex or Ey) C,rnax=D+L or (1+0.14•Sds)D±0.7(Ex or Ey) or (1+0.525*Sds)D+0.75L+0.75(Lr or S)±0.525(Ex or Ey) Joint D L Lr or S Ex Ey T, max C, max Vx Vy 1 11.7 6.5 0.9 -19.0 -15.7 -7.8 33.1 4.2 0.0 2 13.1 7.9 1.2 24.2 -35.8 -18.9 45.2 4.3 11.0 3 8.8 7.5 1.9 0.0 -0.5 3.8 20.5 0.0 0.0 4 12.5 8.3 1.5 -18.5 -33.6 -17.6 43.7 2.7 8.0 5 8.5 4.1 0.6 19.4 -16.3 -9.6 26.5 2.7 0.0 6 11.9 6.7 1 -19.4 15.5 -8.0 33.8 4.4 0.0 7 13.9 8.7 1.4 26.0 36.0 -18.7 47.3 4.5 11.0 8 8.8 7.4 1.9 0.0 0.5 3.8 20.4 0.0 0.0 9 12.5 8.2 1.5 -19.3 33.9 -17.9 43.8 2.7 8.0 10 8.6 4.2 0.6 18.7 16.0 -9.1 26.3 2.8 0.0 kips kips kips kips kips kips kips kips kips kips ( rco o V/ LTIT ID In J V LJ _J LJJ_ • AM & ASSOCIATES Tel: (626) 448-8182 C°1•61tiliSinictend Enema E-saillitaiipaciaiit 142I 1ebe r Areawe, Sae 118, E Monte, CA 91731 JOeNo. i4go6 kowNA One Sou4 Cemt-tr 6:a11 Sout4 c:de eleu..t.r room Cr;t44 toact. -to rde B L.)K DATE Locaws `'�` aw•c eao'�, ' CEi •'5l ,grr5 6j,n, l01 W .r .Q °«p� 04 eteva or C41 4ta i « ;(r IM � o r �tT i t4 newI L LoAot Qfloli 1'ap 4rarr► ()cVAwr1 `s) 8 /! / t ' Pill + t8. t = 63 ce16 elw ets,(%4-i,x% m ill'!~ 0 4'4 ctx„t)xa v,=11- t I j"+ L :rill '-- {c _• ,J1o1J )4o k- o 1C E 83' 0 tZ 4 ifS+ r bt $ fi:;,4 ict7 47,3 Cinct,..le St�Sw�c) 4 4t it , rso5ixo,rS=os 68,i# loin- / A(row 1).0 [c' c44. alioj t6 o t C (9 / lz A - i4:71aT,Kir •. • tia1.4 k=44.s 3=rt.z,E.212k P - 147,i, --w,Ito. �w col, $. .:0 fell ,<or = 7 X ,t,s rs >n� S y5ii.,i+t-i'2" r3it,6K _. 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S V = I°.10 4 - 0,6I4- I'-'9.k, C�c Carcvat dowel 0-1-0c4 o Je; „t b dowel -to (E) frac 13r)7 C M,o4x = 9 5',1 otow 4 t'a•k_ tE.) rot clf B r► r (4) # att 51R aY b deS.41, e (21 bx0.4 04X60= 63,c K. ° Vertu a �drice. t tiQ of � 7�i� Tel:(6 448-8182 AN.11, & ASSOCIATES Fu::i 44&% Comultlagspa Engineers > : imilaMPacheLlet '112� Teihr Aram, Seale II$, El Moste, CA M731 C4SflcurW LOMA_. 143-tfrL 4.r' O P 4' yF-ft. � E v&r r a-i.) Petit- L1N rc le'GTOes-10 Srr 2.1j° L. L et — I — S (7.72- NO W I N D Lo 111" (G alt.1 tOze-- 4-e0 5(61._ 51- itcP et.c , Aubc.i) #644•11 asrgo P-ear L. let = (9s jos No 1000 sy Dy DATE SH. OF MT-1 LIB Low : per- FA* G l 3 8 ` , -seeP-441 1C eTE;t9 j/ - MpN, ESY45s 105441PT p ka, RS kz '=-/•o i' = t 0,(8 kR =kL=r. af .602.ss kZ kat kiviv gg.1. oyO, o)(26w P Cq ce) - � = 2.7• 3gC l + 420 ' 3 2.3 en- Tel: (626) 448-8182 F h ASSOCIATES Fax 6) Co. uhlag str.cia! 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DOOR t Cat 1' -4' 7' -5' PLATFORM 2' -4' 1' -1' 7'-10 7/8' C2411] CAR DBG I 2'-1 1/16' 8'-8 13/16' B. & 1 1'-8 3/16' 5'-0 1/2' 11'-1' VALL TO VALL 3'-10 1/8' (11713 B.G NOTE 1: THE ENTIRE FRONT AND OR REAR HOIS1WAY WALL IS TO BE LEFT FULLY OPEN TO PROVIDE ACCESS FOR INSTALIJNG ALL OF THE NECESSARY COMPONENTS. OPENINGS SHOULD OCCUR AT ALL LANDINGS. HOWEVER, ACTUAL LOCATIONS SHOULD BE COORDINATED WITH KONE. APPROVED BY NOT FOR APPROVAL SUBJECT TO CHANGE BASED ON FINAL SPECIFICATI❑N AND DESIGN APPROVAL SPACE PROJECT' VULCAN BLOCK 43 ELEVATOR 6 LOCATION SEATTLE, WA ENG. /ARCH. CONTRACTOR' s A P N F 0 R E V s ITEM NO. UNIT NO. EQUIPMENT N0. 0 N 02/05/14 0 MVE PREBID S DATE N0. BY CHK DESCRIPTION THIS INFORMAT ON IS CONFIDENTIAL AND REMAINS THE PROPERTY OF KONE INC. ITS USE, REPRODUCTION OR DISSEMINATION WITHOUT THE EXPRESS PERMISSION OF KONE INC. IS STRICTLY PROHIBITED. I< 0 N E DRAWNMWE I DATE' 02/05/14 REV SCALE] AS NOTED I 0 DWG NO SHEET M-4123798-025 1 A AUTO —CAD ANSI C 4 3 1 2 Round One Landlord Work Existing Mervyn's Box Westfield Southcenter Detail List of Revision of Architectural Drawings SHEET A-121 1) Added new roll up door. 2) Added detail 3/A-121 2) Added detail 4/A-121 2) Added detail 5/A-121 2) Added detail 6/A-121 A-123 1) Deleted ladder and keynote. DESCRIPTION A-141 1) Added new wall and ceiling in Elevator Control Room 2) Added partition wall 3) Changed wall system to Shaftwalls 4) Added detail 3/A-141 Elevator Control Room Reflected Ceiling Plan 5) Added detail 4/A-141 Detail 1-Hour Ceiling Detail A-142 1) Changed Elevator wall system to shaftwalls A-143 1) Changed Elevator wall system to Shaftwalis 2) Added Elevator Sump Pits 3) Added Won Door 4) Added Detail 6/A-143 5) Added Detail 7/A-143 6) Deleted Roof Access Ladder A-144 1) Revised detail 3/A-144 1) Revised detail 4/A-144 1) Revised detail 5/A-144 1) Revised detail 7/A-144 1) Revised detail 8/A-144 5) Added detail 15/A-144 W1-1 REVISION N�IL RECEIVED CITY OF TUKWILA MAR 17 2015 -'ERMIT CENTER A-144.1 Added new drawing 1) Elevator shaftwall details 2) Beam detail A-145 1) Revised Roof Access Ladder -detail 6/A-145 A-146 1) Revised detail 5/A-146 2) Deleted Roof Access Ladder A-200 1) Revised wall types 2) Added Won Door Opening Elevation A-201 1) Added Elevator sump pit - 1/ A-201 Escalator Floor Plan 2) Escalator Longitudinal Section - 1/ A-201 Escalator Floor Plan RECEIVED CITY OF TUKWILA MAR 17 2015 JERMIT CENTER Round One Landlord Work Existing Mervyn's Box Westfield Southcenter Detail List of Revision of Structural Drawings SHEET DESCRIPTION ST2 1) Added sump pit to elevator pits (1/ST2, 2/ST2). 2) Revised escalator bearing depth at escalator pit (24/ST2). 3) Revised escalator pit length (15/ST2). ST3 1) Revised stair dimensions of details 1/ST3 and 2/ST3. 2) Revised call out from 2/ST2 to 2/ST4 on detail 6. 3) Deleted call out of detail 2/ST2 on detail 6. 4) Revised detail 24/ST3 per the revised 2nd floor framing plan. 5) Added detail 14/ST3. ST4 1) Deleted Note '2' on 3/ST4 (wrong note). 2) Revised reinforced beam type'RB5' on 9/ST4. 3) Height of W18 changed to 5' on 12/ST4. 4) Deleted Note 4' on 19/ST4. ST5 1) Added sump pit, micropile, and pile cap on 3/ST5 and 5/ST5. 2) Revised size of metal stud wall opening on 12/ST5. 3) Revised grade beam schedule (19/ST5). 4) Revised location of wall opening (12/ST5). ST6 1) Added sump pits on 1/ST6 and 2/ST6. REVISIONNOi 2) Added micropiles and pile caps on 1/ST6 and 2/ST6. 3) Removed size of metal stud walls on 1/ST6 and 2/ST6 (USG shaft wall systems used). ST7 Added new drawing 1) Added framing detail 1/ST7 at freight elevator lobby (near grid 55/E.1). 2) Added details 2, 3, and 4 of ST7 (enclosure of existing shaft openings near grid C/5). 3) Added details 4, 5, and 6 of ST7 (near floor opening details north of line 5 between lines 'A' and 'B'). 4) Added details 10, 11, and 12 of ST7 (new roll -up door support near grid 53/E.1). 5) Added details 15 and 16 of ST7 (enlarged door opening near grid 53/E.1). 6) Added details 17, 18 and 20 (won -door support on line 1 between lines 'C' and 'D') R E C E i V E D CITY OF TUKWILA tt'+ o[q& MAR 17 2015 ERMIT CENTER SD2.0 1) Added temporary shoring loads on plan. S1.1 1) Added one micropile, pile cap, and column near grid 3.6/B.3. 2) Added 2 micropiles and pile caps under freight elevator pit near line 1. 3) Added one micropile and pile cap under passenger elevator pit near line 'rand line '56'. 4) Showed dimensions of escalator pit and elevator pits per escalator and elevator shop drawings. 5) Added two columns east of line '53' between lines '1' and 'E.1' (roll -up door support). S2.1 1) Revised support framing around new stair so that no new framing members will extend into space of the existing Seafood City. 2) Added W14x22 beam south of line 4 for supporting elevator shaft wall. 3) Revised size of freight elevator and floor framings accordingly. 4) Called out section A/ST7 on plan on line 1, near grid C.5 (new won -door support). 5) Enclosed existing 2nd floor shaft opening near grid C/5. 6) Added new floor opening north of line 5 between lines A and B. S3.1 1) Revised roof framing plan due to a larger freight elevator is required by Round 1. DY/rh C: IDY120151#14906 re Detail List of Revision of Structural Drawings dated 020215 re Westfield Southcenter RECEIVED CITY OF TUKWILA MAR 1 7 2015 3ERMIT CENTER City of Tukwila Department of Community Development August 19, 2014 GEORGE OPACK 4712 ADMIRALTY WAY #207 MARINA DEL REY, CA 90292 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D14-0196 ROUND ONE WES 1 F hLD WORK - 1368 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: Dave Larson at 206-431-3678 if you have questions regarding these comments. • 1) The guard rail height for all commercial locations including stairs is 42 inches. Please revise plans to meet current code for the new guardrails. Existing guardrails including those in the existing stair enclosures will need to be brought up to current code requirements. 2) Please calculate the required number of Barrier Free parking stalls needed based on what would be required for both floors of this anchor store and verify number and location relative to the entrances of this anchor store. 3) General note on A-122 states to add R-19 insulation to exterior walls where required. The State energy code requires R13 plus R-10 continuous insulation. Please revise as necessary. Note that foam insulation will need to meet the plastics chapter of the IBC as related to Type II-B construction. 4) Please clarify how emergency lighting will be coordinated between this scope of work and the tenant scope. 5) Keynote 16 on A-122 refers to sheet A-205. We did not get this sheet. Per item 1 above, we will need new plans and details for stair guardrails and handrails. • 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 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0196 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ANF & ASSOCIATES Consulting Structural Engineers RESPONSE OF BUILDING PERMIT PLAN REVIEW COMMENTS OF REID MIDDLETON Geotechnical 1 & 2: A Geotechnical Report Addendum by Shannon & Wilson, Inc (The Geotechnical Engineering Company of the former Mervyn's Department Store) will be submitted. Special inspections and tests of micropiles are provided on drawing ST1. Structural 1. Structural Special Inspections. Structural Special Inspections on drawing ST1 are revised to include all the items as listed on the summary. 2. Structural test items added on sheet ST1 under Structural Testing. 3. Structural Submittals Structural Submittals are added on sheet ST1. 4. Special Inspection Notes on drawing ST1 revised. 5. Design loads revised on drawing ST1. 6. Table of Special Inspections on ST1 revised. 7. All the concrete work are inside the existing Mervyn's box on the existing mall area and will not exposed to weather. Assign of the exposure classes are not required. According to the Geotechnical Report Addendum (Article 4.1 of page 2), no special corrosion protection is recommended for structural elements bearing on fill or native soils of this site. 8. We specify that the structural steel fabricator shall be registered and approved by the City of Tukwila (see Article 13 of structural steel and welding on sheet ST1). 9. Note added on submittals on sheet ST1. 10. Revise article 7 of structural steel on sheet ST1. CORRECTION 11. Note added to Article 4 of Structural Steel on Sheet ST1. b 11+01i 9420 Telstar Avenue, Suite 118 • El Monte, CA 91731 Tel: (626) 448-8182 • Fax: (626) 448-8092 • E-mail: anfl688@pacbell.net RECEIVED CITY OF TUKWILA AUG 01 2014 PERMIT CENTER 12. The Building is supported on piles and settlement will be small. Please see Geotechnical Report Addendum. 13. Corrected mass of building is used. Please see calculation sheets DL-2 and DL-3. 14. There is no seismic upgrade of the existing Mervyn's 15. See revised diaphragm forces on new calculation sheets DS-1 thru DS-6. 16. See revised diaphragm forces on new calculation sheets DS-1 thru DS-6. 17. See revised diaphragm forces on new calculation sheets DS-1 thru DS-6. 18. See Detail 17/ST3 for joint connection detail of ordinary steel moment frames. See Calculations Sheets MF-1 & MF-2 of Part II. 19. See New Design Calculations of Part II. 20. See New Design Calculations of Part II. 21. See Calculation Sheets G-1 and G-2 of Part II. 22. Detail 17/ST3 revised. See Response of 18 above also. DY/rh C: IDY120141 #14906 - Response of Building Permit Plan Review Comments of Reid Middleton dated 6-30-2014 City of Tukwila Department of Community Development July 17, 2014 GEORGE OPACK 4712 ADMIRALTY WAY #207 MARINA DEL REY, CA 90292 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0196 ROUND ONE WESTFIELD WORK - 1368 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: Dave Larson at 206-431-3678 if you have questions regarding these comments. • 1) Please provide wall and horizontal assembly cross -sections and include fire rated listings where applicable. 2) Please provide a door and hardware schedule with fire rating as applicable. 3) Please note that plumbing, mechanical, electrical and fire permits are to be separate applications and plans and specifications will need to be submitted under each application. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. Sheet A-001 references a supply versus demand analysis from Pacland Engineering - this study was not included in the submittal and is needed for review of the project per the pre -application meeting held February 2, 2014. See comments attached. 2. Is there screening of the new equipment on the roof? 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 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0196 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Dave Larson From: Gary Schenk <gschenk@ci.seatac.wa.us> �� Sent: Tuesday, June 24, 2014 4:55 PM k To: Dave Larson; George Opack CO,op 9 Cc: dannyyu@anfstructural.com Subject: RE: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building George, Your proposal, as specified in this letter from Mr. Hooper, is acceptable. Please provide a hard copy to the City. Any further correspondence for your project will be directed to Dave and the new Building Official, Jerry Haight, at the City of Tukwila. Good luck with your project, Gary From: Dave Larson jmailto:Dave.Larson@TukwilaWA.govl Sent: Wednesday, June 18, 2014 4:23 PM To: Gary Schenk CEIVED Subject: FW: Westfield Southcenter Round 1: structural upgrades to existing Mervyns buildi CITY OF TUKWILA JUN 2 6 2014 PERMIT CENTER Dave Larson City Of Tukwila Senior Plans Examiner 206-431-3678 The City of opportunity, the community of choice. From: George Opack [mailto:GO@olarchitects.net] Sent: Wednesday, June 18, 2014 3:05 PM To: Dave Larson Cc: 'Danny Yu (dannyyu@anfstructural.com)' Subject: FW: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building Hi Dave, Attached is the revised letter from John Hooper addressing risk category II versus III. I will call you to discuss. Thank you, George George Opack, AIA, LEED AP BD+C Principal blL+ol9b 0 + L ARCHITECTS ARCHITECTURE 1 PLANNING 1 INTERIOR DESIGN rT3frsti+srmiertitiriff° Lorne( 4 Studio Address Beacon Arts Building 808 N La Brea Ave LA, CA 90302 Mailing Address 4712 Admiralty Way, #207 Marina Del Rey CA 90292 310.874.3420 cell 855.793.2229 office Skype: ol.architects www.olarchitects. net From: John D. Hooper f mailto:jhooper@mka.coml Sent: Wednesday, June 18, 2014 10:54 AM To: George Opack Cc: John D. Hooper Subject: RE: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building George, My revised letter is attached. I only made a couple of changes, but feel these clarify the issue as we discussed. Good luck! John John D. Hooper, P.E., S.E. Senior Principal/Director of Earthquake Engineering Magnusson Klemencic Associates 1301 Fifth Avenue, Suite 3200 Seattle, WA 98101-2699 Direct: +1 206 215 8358 Main: +1 206 292 1200 Mobile: +1 425 308 0075 Linkedln I Facebook I www.MKA.com From: George Opack [mailto:GOOolarchitects.net] Sent: Wednesday, June 18, 2014 10:31 AM To: John D. Hooper Subject: RE: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building Hi John, It was a pleasure speaking with you and thanks again for all the useful information regarding Risk Category II versus III. Attached below is the email from Gary Schenk interim building official for the City of Tukwila. As we discussed and is noted below Gary would like the third paragraph of your letter clarified to address Section 1604.5.1 Multiple Occupancies. If you need any additional information please feel free to contact me. 2 4 ir Thank you, George George Opack, AIA, LEED AP BD+C Principal Q + L ARCHITECTS ARCHITECTURE I PLANNING I INTERIOR DESIGN Studio Address Beacon Arts Building 808 N La Brea Ave LA, CA 90302 Mailing Address 4712 Admiralty Way, #207 Marina Del Rey CA 90292 310.874.3420 cell 855.793.2229 office Skype: ol.architects www.olarchitects.net From: Gary Schenk[mailto:gschenk@ci.seatac.wa.us] Sent: Monday, June 16, 2014 4:54 PM To: George Opack Subject: RE: Southcenter Round 1: structural upgrades to existing Mervyns building George, We can discuss this letter, but I would like to point out some language in the third paragraph that does not read right. He says, "multiple occupancies do not exist", which is not true since we have two; M below an A-3. When I see that language and read 1604.5.1, I am left wondering if he understands what the confusion is that we are trying to address. Since the letter says what it does, it leaves us confused as to how he addresses 1604.5.1. Could you bring this up with him and see if the letter can be corrected? Thanks, Gary 3 June 16, 2014 Ms. Hannah Hieu Westfield LLC 11601 Wilshire Boulevard, 12th Floor Los Angeles, California 90025 Subject: Westfield Southcenter Mall — Mervyn's Building Tukwila, Washington Re: Risk Category Interpretation Dear Ms. Hieu: i MAGNUSSON KLEMENCIC ASSOCIATES John D. Hooper, P.E., S.E. Director of Earthquake Engineering/Senior Principal It is my pleasure to provide my opinion regarding the intent of the code provisions specified in Sections 1604.5 and 1604.5.1 of the 2012 International Building Code (IBC). I was the chair of the International Code Council (ICC) Structural Subcommittee from 2005-2006 when these code sections were revised and formally adopted in the 2006 IBC. As such, I have first-hand knowledge to their intent. The expressed intent of the original code change proposal (according to the proponent's reason statement, the committee's reason statement, and the resulting IBC Commentary) is not to assign Occupancy Category III based on public assembly occupant load unless public assembly is the primary occupancy. Actually, the initial code change proposal eliminated this bullet altogether. However, the ICC Structural Subcommittee concluded that leaving the bullet and adding the word primary provided the needed clarity without needing to eliminate the bullet altogether. For this specific building, the Occupancy Category (now called "Risk Category" in the 2012 IBC) should be based on the occupancy for the majority of the building, which is Occupancy/Risk Category II; multiple risk categories do not exist and, as such, these requirements do not apply. I hope this clarifies the issue. Sincerely, Magnusson Klemencic Associates, Inc. John Hooper jhooper@mka.com JDH/Is L:\00_MISC\JDH\Hieu_WestfieldSouthcenter OccupancyCategory_2014-06-12_Itr.docx Structural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Secede, Washington 98101.2699 T: 206 292 1200 F: 206 292 1201 www.mko.com Reid iddleton July 16, 2014 File No. 262014.005/00601 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Round 1/Westfield Work (D14-0196) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERIN 1 PLANNING SURVEYING RECEIVED JUC17 2014 COMMlim 1 DEVELOI,MENE We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the geotechnical engineer and structural engineer respond and resubmit two full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided. See IBC Sections 1705.6 and 1803. Reid Middleton did not receive a geotechnical report. The following inspections should be included in the geotechnical report: a. Site excavation and grading. b. Monitoring of movements of adjacent structures. c. Underpinning of adjacent structures. d. Overexcavation for placement of structural fill, where applicable. e. Installation of micro piles. See also IBC Section 1705.7. f. Placement of structural fill and soil compaction. g. Verification of soil -bearing capacity. h. Placement and compaction of perimeter backfill. 2. A geotechnical report should be sent to Reid Middleton to allow for a review to be EvEti r 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila July 16, 2014 File No. 262014.005/00601 Page 2 performed for the existing soil properties at proposed structure. See the 2012 IBC Section 1803.2 and Section 1803.5.11. The report should include the recommendations for the design of pile foundation. Architectural 1. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. See also structural comments below The following is a summary: a. Concrete mix designs. b. Micro piles design. c. Seismic anchorage for mechanical units. Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated structural steel members, and structural steel moment frames will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: a. Installation of micro piles: continuous. See also IBC Sections 1704.2.5 and 1705.7. b. Concrete placement at concrete construction including concrete topping at steel floor decks: continuous. See also IBC Section 1705.3. c. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. d. Installation of concrete expansion anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. e. Adhesive installation of concrete reinforcement, where applicable: continuous. See also IBC Section 1705.1.1. f. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. Reid iddleton Mr. Hight, Building Official City of Tukwila July 16, 2014 File No. 262014.005/00601 Page 3 g. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 360-10 Section N5. h. Welding of structural steel members, other than prefabricated steel structure, prefabricated structural steel moment frames (see below), for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. i. Welding of cold -formed steel roof and floor decks: periodic. See also Item 2.a.1 of IBC Table 1705.2.2. j. Installation and fastening of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2. k. On -site welding of structural steel at prefabricated steel structure for single - pass fillet welds (maximum 5/16-inch): periodic. See also IBC Section 1705.2. 1. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Section 1705.2. m. High -strength bolting of structural steel members, other than for slip - critical: periodic. See also IBC Section 1705.2. n. High -strength bolting of structural steel members, slip -critical, where applicable: continuous. See also IBC Section 1705.2, Section N5.6 of AISC 360-10, and RCSC Section 9.3. 2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete including concrete topping at steel floor decks, for specified compressive strength, fc', air content and slump. See IBC Sections 1705.3, 1901.2, ACI 318 Section 5.6. b. Nondestructive testing of the complete joint -penetration (and partial joint - penetration, where applicable) groove -welded joints at the steel ordinary concentrically -braced frames and ordinary moment frames. See IBC Section 1705.12.2, and Section J6. of AISC 341-10. c. Load testing for micro piles. See Sheet ST1 and IBC Section 104.11. 3. Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4 and 107.3.4.1. See also the structural Reid iddleton Mr. Hight, Building Official City of Tukwila July 16, 2014 File No. 262014.005/00601 Page 4 comments below. The following is a summary: a. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. b. Submittal of welding procedure specifications verifying that the welds at members and connections of the seismic -force -resisting system are made with filler metal producing welds with a minimum Charpy V-notch toughness of 20 ft-lbf at 0 degrees-F as determined by the applicable AWS A5 classification test method. See also IBC Section 2205.2.2, Section A3.4b of AISC 341-10, Section A2 of AISC 360-10, and Sections 2.2.2 and 4.1.1.3 of AWS D1.1-08. 4. The section of the structural notes on special inspection, Sheet ST1, should be revised by specifying additional special inspections. See IBC Section 1704.3.1. Refer to Sections 1704 and 1707 and the structural comment above to determine the additional types of special inspections. 5. The floor live load design data in the section of the structural notes on design loads, Sheet ST1, should be revised by also specifying the concentrated design loads. See IBC Sections 1603.1.1 and 1607.10.1 and Table 1607.1. 6. The extent of each type of special inspection in the section of the structural notes on special inspection, Sheet ST1, should be specified for review (e.g., periodic or continuous). See IBC Section 1704.3.1(5). Refer to Section 1702.1 for the definitions of continuous special inspection and periodic special inspection. Refer to Sections 1704 and 1707 and the structural comment above to determine when continuous or periodic special inspection is required for each type of special inspection. 7. The specified compressive strength, f'', is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet ST1, should be revised by specifying f'c, for structural strength and the exposure classes for durability. We recommend a table listing f , and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px) and corrosion (Cx) for each Reid iddleton Mr. Hight, Building Official City of Tukwila July 16, 2014 File No. 262014.005/00601 Page 5 applicable type of concrete structural member. See IBC Section 1901.2 and Sections 4.1.1 and 4.2.1 of ACI 318-11. See www.nrmca.org/P2P for further information. Note that ACI 318-11 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." The drawings should be revised to include this information and resubmitted. 8. Special inspection is required for the fabrication of structural steel members on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on structural steel, Sheet ST1, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the structural steel at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.2 and 1705.2. 9. Special inspection is required for the fabrication of prefabricated steel structures on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on steel structures, Sheet ST1, specifying submittal by the contractor to the building official of certificates of compliance from the fabricators of the steel structure, steel stairways at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.2 and 1705.2. Refer to Structural Submittals above. 10. A note should be added to the section of the structural notes on inspection, Sheet ST1, specifying nondestructive testing of complete -joint -penetration (and partial -joint -penetration, where applicable) groove -welded joints at the ordinary moment frames. See IBC Section 1705.11.1 and Sections J1 and J6 of the AISC 341-10. 11. A note should be added to the section of the structural notes on structural steel, Sheet ST1, specifying that, other than erection bolts, the high -strength bolts at the seismic force -resisting system of the building shall be pretensioned and their faying surfaces shall be prepared as required for slip -critical connections (Class A, u > 0.35). See IBC Section 2205.2.2, Section 7.2 of AISC 341-05 and Section J3.8 Reid iddleton Mr. Hight, Building Official City of Tukwila July 16, 2014 File No. 262014.005/00601 Page 6 Foundation 12. We are requesting a letter from the geotechnical engineer recommending total and differential settlement, lateral earth pressures on foundation walls due to earthquake motions, factors of safety for passive lateral earth pressure and coefficient of friction, effective heights of the backfill above the toe of the footing for application of passive pressure to resist lateral earth pressures, effects of maximum imposed curvatures from earthquake ground motions and structure response on the piles, flexural length of piles, site class (see above). The structural design may need to be revised. Please verify. See IBC Sections 1603.1.6, 1613.3.2., 803.5.11, 1803.5.12, 1807.2.3, and 1810.2.4. Lateral 13. Page D-1 of structural calculations shows the wall dead load of 10 psf appears to be low for the exterior metal stud wall with brick veneer at first floor and concrete masonry wall at second floor. Structural calculations should be revised to account for the weight of masonry wall components. See IBC Section 1604.2 and Section 1613.1. 14. Page L-1 of structural calculations shows the lateral system of existing building to be Special Concentrically Braced Frames (SCBF). However, the existing braced frames do not appear to be designed and detailed for SCBF. The diaphragm forces should be checked and designed using Ordinary Concentric Braced Frames (OCBF) as the lateral force resisting system. The determination of seismic forces in the calculations should be revised. See IBC Section 2205 and AISC 341. 15. Diaphragm calculations on Page L-3 shows the lateral system of existing building to be OCBF; however, the response coefficient, Cs, used in the calculation is based on SCBF. The determination of diaphragm forces in the calculations should be revised. See IBC Section 1604.2 and Section 1613.1. 16. Diaphragm distribution calculation for new escalator and staircase near Grid A to Grid C and Grid 3 to Grid 5 on page L-3 of structural calculation shows second floor being flexible diaphragm. However, the existing second floor constructed of concrete on metal deck does not appear to be flexible diaphragm. The diaphragm forces distribution at second floor should be revised. 17. Sheet S2.1 shows the new floor opening adjacent to braced frames grid A/3-4 Reid iddleton Mr. Hight, Building Official City of Tukwila July 16, 2014 File No. 262014.005/00601 Page 7 and grid A/5-6 for new escalator and staircase. Substantiating data should be submitted to provide the diaphragm strengthening at the opening for the diaphragm shear flow. See IBC Sections 1604.2 and 1613.1. 18. The complete -joint -penetration groove welds of the beam flanges, shear plates and beam webs to the columns of the steel special moment frames are required to be demand critical welds. Details ST5 should be revised by specifying the locations of these welds for review. See IBC Section 2205.2.2, and Sections A4.2(3) and E1.6a of AISC 341-10. 19. In the calculations provided for the design of the new elevator frames located between Grid 1 and Grid E.1, it is unclear if the ETABS analysis is accounting for the structure being two stories. The story data provided in the output only lists story 1 and base story. Story 1 has a height of 20-inch and the base has an elevation of 0" per 5/A-143. The second floor has an elevation of 19-feet 4-inch and the roof has an elevation of 39-feet. The analysis of the elevator tower should be clarified. See IBC 1604.2 and Section 1613.1. 20. The calculation of seismic mass for the elevator tower located between Grid 1 and Grid E.1 is unclear. The determination of the seismic mass for the structure should be clarified by including the weights of the elevators in the calculations and distribution of seismic loads. See IBC Sections 1604.2 and 1613.1. 21. The calculations provided do not appear to design the elevator guide rail supports shown in 17/ST2. Provide substantiating data for the design of the guide rails. See IBC Sections 1604.2 and 1604.3. 22. Detail 17/ST3 is the HSS beam to HSS beam column connections. The detail does not call out welding of top or bottom flanges of HSS beam to HSS column. The lateral analysis of the elevator tower located between Grid 1 and Grid E.1 assumes that the HSS frames are ordinary moment frames. Detail 17/ST3 should be clarified if the intent is to use the connection as a moment connection. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Reid iddleton Mr. Hight, Building Official City of Tukwila July 16, 2014 File No. 262014.005/00601 Page 8 Sincerely, Reid Middleton, Inc. e f Corbin M Hammer, P.E., S.E. Senior Engineer Sabina S Surana, P.E. Project Engineer Enclosures cc: George Opack, O+L Architects (by e-mail) Danny Yu, ANF & Associates Consulting Engineers (by e-mail) Jerry Hight, City of Tukwila (by surface mail) Brenda Holt, City of Tukwila (by e-mail) o:\doc\26\planrevw\bellevue\13\t006r1.doc\ss Reid iddleton DP1-006 Dave Larson From: Gary Schenk <gschenk@ci.seatac.wa.us> Sent: Tuesday, June 24, 2014 4:55 PM To: Dave Larson; George Opack Cc: dannyyu@anfstructural.com Subject: RE: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building George, Your proposal, as specified in this letter from Mr. Hooper, is acceptable. Please provide a hard copy to the City. Any further correspondence for your project will be directed to Dave and the new Building Official, Jerry Haight, at the City of Tukwila. Good luck with your project, Gary From: Dave Larson f mailto:Dave.LarsonCa�TukwilaWA.govl Sent: Wednesday, June 18, 2014 4:23 PM To: Gary Schenk Subject: FW: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building Dave Larson City Of Tukwila Senior Plans Examiner RECEIVED 206-431-3678 CITY OF TUKWILA The City of opportunity, the community of choice. J UN 2.4 2014 From: George Opack [mailto:GO(aolarchitects.net] PERMIT CENTER Sent: Wednesday, June 18, 2014 3:05 PM To: Dave Larson Cc: 'Danny Yu (dannyvu(aanfstructural.com)' Subject: FW: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building Hi Dave, Attached is the revised letter from John Hooper addressing risk category II versus III. I will call you to discuss. Thank you, George George Opack, AIA, LEED AP BD+C Principal O + L ARCHITECTS ARCHITECTURE l PLANNING I INTERIOR DESIGN 1 Studio Address Beacon Arts Building 808 N La Brea Ave LA, CA 90302 Mailing Address 4712 Admiralty Way, #207 Marina Del Rey CA 90292 310.874.3420 cell 855.793.2229 office Skype: ol.architects www.olarchitects.net From: John D. Hooper jmailto:jhooperOmka.coml Sent: Wednesday, June 18, 2014 10:54 AM To: George Opack Cc: John D. Hooper Subject: RE: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building George, My revised letter is attached. I only made a couple of changes, but feel these clarify the issue as we discussed. Good luck! John John D. Hooper, P.E., S.E. Senior Principal/Director of Earthquake Engineering Magnusson Klemencic Associates 1301 Fifth Avenue, Suite 3200 Seattle, WA 98101-2699 Direct: +1 206 215 8358 Main: +1 206 292 1200 Mobile: +1 425 308 0075 Linkedln I Facebook I www.MKA.com From: George Opack [mailto:GOftolarchitects.net] Sent: Wednesday, June 18, 2014 10:31 AM To: John D. Hooper Subject: RE: Westfield Southcenter Round 1: structural upgrades to existing Mervyns building Hi John, It was a pleasure speaking with you and thanks again for all the useful information regarding Risk Category II versus III. Attached below is the email from Gary Schenk interim building official for the City of Tukwila. As we discussed and is noted below Gary would like the third paragraph of your letter clarified to address Section 1604.5 .1 Multiple Occupancies. If you need any additional information please feel free to contact me. 2 Thank you, George George Opack, AIA, LEED AP BD+C Principal O + L ARCHITECTS ARCHITECTURE I PLANNING I INTERIOR DESIGN Studio Address Beacon Arts Building 808 N La Brea Ave LA, CA 90302 Mailing Address 4712 Admiralty Way, #207 Marina Del Rey CA 90292 310.874.3420 cell 855.793.2229 office Skype: ol.architects www.olarchitects.net From: Gary Schenk[mailto:gschenkOci.seatac.wa.us] Sent: Monday, June 16, 2014 4:54 PM To: George Opack Subject: RE: Southcenter Round 1: structural upgrades to existing Mervyns building George, We can discuss this letter, but I would like to point out some language in the third paragraph that does not read right. He says, "multiple occupancies do not exist", which is not true since we have two; M below an A-3. When I see that language and read 1604.5.1, I am left wondering if he understands what the confusion is that we are trying to address. Since the letter says what it does, it leaves us confused as to how he addresses 1604.5.1. Could you bring this up with him and see if the letter can be corrected? Tha nks, Gary 3 l City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 24, 2014 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D14-0196 Round One/Westfield Work Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. 0\,4 encl File: D14-0196 W:\Permit CenteAStructural Review\D14-0178 Structural Review.docx 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: D14-0196 DATE: 05/29/15 PROJECT NAME: ROUND ONE - WESTFIELD WORK SITE ADDRESS: 2351 SOUTHCENTER MALL Original Plan Submittal Response to Correction Letter #, Revision # before Permit Issued X Revision # 2 after Permit Issued DEPARTMENTS: PrJ 11111 Building Division pM N,iA- - Public Works Fire Prevention II P1'inning Division IN Structural Permit Coordinator w PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 06/02/15 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/30/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0196 DATE: 03/18/15 PROJECT NAME: ROUND ONE WESTFIELD WORK SITE ADDRESS: 2351 SOUTHCENTER MALL Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Butng Division DRYvi Nov " / JI Public Works Fire Prevention Structural ❑ API K 3-I'� Planning Division 11 Permit Coordinator 1 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/19/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/16/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0196. DATE: 08/26/14 PROJECT NAME: ROUND ONE - WESTFIELD WORK SITE ADDRESS: 2351 SOUTHCENTER MALL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Al•)& 4-1 Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/28/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 09/25/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0196 DATE: 08/01/14 PROJECT NAME: ROUND ONE - WESTFIELD WORK SITE ADDRESS: 2351 SOUTHCENTER MALL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Cori' Building Division Public Works Fire Prevention Structural co- M Planning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/05/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required N- Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 09/02/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: U ` -` l Departments issued corrections: Bldg Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 ?ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0196 DATE: 06/23/2014 PROJECT NAME: ROUND ONE WESTFIELD WORK SITE ADDRESS: Vaxc13OUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: COvrQ 1v�H9 Building Division II Puilic Worlts Fire Prevention Structural coo- .ob.ILI Planning Division n n Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 06/26/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/24/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only '�j t T/� CORRECTION LETTER MAILED: 1 ` 1 t iA Departments issued corrections: Bldg tSr. Fire ❑ Pingk' PW 0 Staff Initials: u2 12/18/2013 PROJECT NAME: r Owe ilk,S PERMIT NO: bP-1,„oic?& SITE ADDRESS: )S1 ScultirVvvkn KM ORIGINAL ISSUE DATE: .19-. REVISION LOG REVISION NO. DATE RECEIVED STAFF INITRS ISSUED DATE STAFF INITIALS 3 ` l _ j 3-3—ts ( L- Summ y of Revision:r u'l t C g w AN�,o� S� ry �i/ � C �,1 .me, S J�wti G -eel - Received by: 0ipy„A PI (Wet' REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI LS , , la, Summary of Revision: .(AGV Or h ( a#4." Received by: j` fo,n t/,,,N giver - (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (Please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 06/01/2015 Plan Check/Permit Number: D14-0196 Response to Incomplete Letter # Response to Correction Letter # Revision # �A after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Westfield Southcenter Round 1 Project Address: 2800 Southcenter Blvd., Tukwila, WA 98188 Contact Person: George Opack Phone Number: (855) 793-2229 Summary of Revision: Freight elevator will not be a part of this permit ( Permit No. PG14-0108 ). The frieght elevator will be a deferred submittal and subsequently a separate plan review and separate permit. Added Delta 5 to the below referenced drawings depicting Freight Elevator is not a part of this permit and existing Freight Elevator shaft openings are to be temporarily closed off with metal studs and gypsum board. RECEIVED CITY OF TUKWILA MAY 292015 PERMIT CENTER Sheet Number(s): A-001, A-121, A-122,-A-123, A-143, E-002 and E-121 "Cloud" or highlight all areas of revision including date of revision. Received at the City of Tukwila Permit Center by: [�— Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications \7-2010 - Revision Submittal.doc Revised May 2011 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 02/26/2015 Plan Check/Permit Number: D 14-0196 7 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued : Revision 1 Revision requested by a City Building Inspector or Plans Examiner Project Name: Westfield Southcenter Round 1 Project Address: )351 Southcenter Blvd,Tukwila, WA 98188 Contact Person: George Opack Summary of Revision: Phone Number: (855) 793-2229 1) Revised dimensions of elevators pits and escalator pit. 2) Added mircopiles and pile caps under passenger elevator and freight elevator south of line 1. 3) Added one micropile, pile cap, and column near grid 3.6/B.3. 4) Added support framing of new won door on line 1 between lines C and D. 5) Added support framing of new roll up door east of line '53' between line 1 and E.1. 6) Added support framing of enlarged door opening near lines 55 and E.1 7) Enclosed existing 2nd floor shaft opening near grid C/5. 8) Added new 2nd floor opening north of line 5 between lines A and B. SheetNumber(s): ST2, ST3, ST4, ST5, ST6, ST7, SD2.0, S1.1, S2.1 and S3.1 "Cloud" or highlight all areas of revision including r ' revisi Received at the City of Tukwila Permit Center by: kr Entered in Permits Plus on L 7 4 5- RECEIVED CITY OF TUKWILA MAR 1 7 2015 PERMIT CENTER H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 City of Tukwila REVISION" SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 02.05.15 Plan Check/Permit Number: D14- 0196 r Response to Incomplete Letter # Response to Correction Letter # Revision # 1 after Permit is Issued: Revision 1 Revision requested by a City Building Inspector or Plans Examiner Project Name: Westfield Southcenter Round 1 Project Address: 3 1 Southcenter Blvd,Tukwila, WA 98188 Contact Person: George Opack Phone Number: 855.793.2229 Summary of Revision: ARCHITECTURAL 1. Passenger Elevator dimension revisions. 2. Freight Elevator dimension revisions. 3. Remove pair of doors, add Roll up door at Freight Elevator access corridor. 4. Remove existing ceiling in Freight Elevator access corridor. 5. Revised Wall Types 6. Provided 1 hour Fire Rated Won Door separation between Round 1 (2nd floor tenant) and Elevator Lobby. 7. Added 1 hour fire rated ceiling in Elevator Control Room. 8. Eliminated ship ladder. 9. Added exterior metal siding in lieu exterior cement plaster to south elevator. 10. Added Elevator / Escalator sump pits. RECVED CITY OF TUKWIL4 MAR 1 7 2015 PERMIT CENTER Sheet Number(s): A-121, A-123, A-141, A-142, A-143, A-144, A-144.1, A-145, A-146, A-200 and A-201 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �-- Entered in Permits Plus on .1-- 1 7- /5 H:\Applications\Forms-Applications On Line\2010 Applications \7-2010 - Revision Submittal. doe Revised: May 2011 City of Tukwila. Department of Commun#y Development 6300 Southeaster Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-43 l 3670 Fax: 206-431-3665 Web site; hap;/Avww.c! rukivila. wa us Revision submittals must be submitted in person at the Permit Center, the mnh, fax, eta Data: 08.25.14 Plan Check/Permit Number: Q Response to Incomplete Letter Response to Correction Letter # [] Revision # after Permit is issued O Revision requested by a City Building Inspector or Plans Examiner project Name; Round One Westfield Work Project Address: 2351 Southcenter Mall Contact Person: George Opack Ions will not be accepted through D14-0196 Phone Number: _ 310.874.3420 RECEIVED CITY OF TUKWILA AUG262014 PERMIT CENTER 3unnmary of Revision: Response to question 1: Refer to Sheet A 203 existing stair rails have been modified to compile with 2012 IBC requirement: Response to question 2: Reter to attached Southcenter Parking Exhibit and Parking Calculations dated August 18, 2014 and ACnPssihle parking nntP nn ShaPt A_fM Existing Accessible parking: 3 existing accessible parking stalls on west side of anchor building,5 existing accessible parkin) blallo ui, Cast bIJC uf anul WI building Tula' Cxibtiny auuubbIble Nat kit iy. 8 Total round 1 parking required = 344 spaces (86,115 sf, 86.115x4 =344) Accessible parking spaces required per 2012 IBC table 1106.1 = 8. fer to Scope and Administration of the Washington State Energy Code, C101.4.3 Additions, Alterations, Renovations or Repairs. TIIia beuliun excludes exisliny purliurirof the building which are unaltered. All exIstIngeMITMIValls are unaltered within the Round 1 tenant space are unaltered. See attached sheet for continuation of responses. SheetNumber(s): A001, A122, A202, A203 "Cloud" or highlight all areas of revision Including date of rev s n Received at the City of Tukwila Permit Center by: ---Entered in TRAKIT on 8 % 1''1 dpp ons tbrms-appliralions on linefevslou submittal Crew 3-13-2004 Revised Continuation of Responses to Summary of Revisions: Response to question 3: Refer to Sheet A001 and attached excerpts from the Washington State Energy Code: Refer to Scope and Administration of the Washington State Energy Code, C101.4.3 Additions, Alterations, Renovations or Repairs. This section excludes existing portions of the building which are unaltered. All existing exterior walls are unaltered within the Round 1 tenant space are unaltered. The new South Elevator Lobby addition will comply with following Table C402.2 insulation requirements: Roof: R30 above deck continuous insulation Walls: R13+ R10 continuous insulation Response to question 4: Refer to Sheet A-001, Landlord Scope of work for Emergency Lighting will include new emergency lighting within the 3 existing exit stair enclosures and the exterior of the stair enclosure exits. Tenant will be responsible for all other interior emergency lighting. Response to 5: Refer to Sheet A-203, Keynote 16 on Sheet A-122 refers to Sheet A-203. CORRECTION LTR# WA -I 019/0 RECEIVED CITY OF TUKWILA AUG 262014 PERMIT CENTER City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 1100 Tukwila, Washington 98188 Phone: 206-4313670 Pax: 206-431-3665 Web site: http://www.eLiminvilamaars Revision submittals must be submitted in person al the Permit Center. Revisions will not be accepted through the mall, fax, etc. Date: Plan Cheek Permit Number: D 14-0196 0 Response to Incomplete Letter h w4 Response to Correction Letter 1 1 [ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name; Round One - Westfield Work Project Address: 2351 Southcenter Mall Contact Person: George Opack Phone Number; 855.793.2229 Summary of Revision: Responses to Building Department questions: Item 1: Wall and ceiling fire rated assemblies are noted on sheets A-144 and A-20Q. Item 2: Door and hardware schedule with fire ratings are shown on sheets A-200. Responses to Planning Department questions: Item 1: See Southcenter Parking Calculations on sheet A — 001 Item 2: Existing roof parapets are 10'0" high. New mechanical equipment will be a maximiim height of 4'6". The existing and new mechanical equipment will not require screening. INECEIVED MY OF Tt,1 nLa 1;;3 01 2014 PERMIT CEI p Sheet Number(s): °Cloud" or highlight all areas of revision including date u Received at the City of Tukwila Permit Center by: Entered in TRAKiT on es-1 ` t _ l isle, 2Z 1appliontonslfixms-appiicalions on lineirevision subMittal C cn ett 5-13-2004 Revise& ANDERSEN CONSTRUCTION Page 1 of 4 CoWashington 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 (3- I 34 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=409008675&LIC=ANDERC*907DN&SAW= 09/29/2014