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HomeMy WebLinkAboutPermit D12-072 - SEGALE - VACANT SPACESEGALE VACANT SPACE 300 ANDOVER PK W D12 -072 City ("Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov Parcel No.: 2623049001 Address: 300 ANDOVER PK W TUKW Suite No: Project Name: SEGALE VACANT SPACE DEVELOPMENT PERMIT Permit Number: D12-072 Issue Date: 03/15/2012 Permit Expires On: 09/11/2012 Owner: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contact Person: Name: STEVE NELSON Address: PO BOX 88028 , TUKWILA WA 98138 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contractor License No: SEGALPL902CQ Lender: Name: Address: Phone: 206 575 -2000 Phone: 206 - 575 -2000 Expiration Date: 04/01/2012 DESCRIPTION OF WORK: DIVIDE EXISTING SPACE INTO TWO BY INSTALL DEMISING WALL, STOREFRONT WINDOWS AND DOOR, EXIT VESTIBULE, INFILL EXISTING OVERHEAD DOOR OPENINGS WITH CMU BLOC, STEEL SUPPORTS AT NEW STOREFRONT OPENINGS, HOLLOW METAL EXIT DOORS, AND CAP HVAC DUCTWORK. Value of Construction: $44,310.00 Fees Collected: $1,460.87 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -072 Printed: 03 -15 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: 3 - S k I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permi Signature Print Name: Date: 3 /tS This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: 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. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, doc: IBC -7/10 D12 -072 Printed: 03 -15 -2012 shall employ a special inspection agency otify the Building Official of the appointment r to the first building inspection. The special inspector furnish inspection reports to the Building OfW in a timely manner. 8: 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. 9: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 10: Special inspection for sprayed fire - resistant materials applied to structural elements and decks is required. Special inspections shall be based on the fire - resistance design as designated in the approved construction documents. 11: Masonry construction shall be special inspected. 12: 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. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. 16: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 17: 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). 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 19: 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. 20: ** *FIRE DEPARTMENT CONDITIONS * ** 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 22: 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, 3 -2.1) 23: 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) 24: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 25: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) doc: IBC -7/10 D12 -072 Printed: 03 -15 -2012 26: Fire extinguishers require monthly and rly inspections. They must have a tag or labe curely attached that indicates the month and year that the inspe was performed and shall identify the comp r person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the pplicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 27: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 28: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 29: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 30: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 31: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 32: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 33: Maintain sprinlder coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 34: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 35: All new sprinkler systems and all modifications to existing sprinlder 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 sprinlder work shall commence without approved drawings. (City Ordinance No. 2050). 36: 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 #2051) 37: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 38: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 39: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 40: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 41: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D12 -072 Printed: 03 -15 -2012 CITY OF TUKIRLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.TukwilaWA.gov • Building Permit No. 9-= nn Project No. � L- Date Application Accepted: 0 oVC i 2 Date Application Expires: 0 I- (For office use only) 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: 300 Andover Park West Tenant Name: Segale vacant Space PROPERTY OWNER Name: Steve Nelson Name: Segale Properties LLC City: Tukwila State: WA Zip: 98138 Address: PO Box 88028 Email: snelson @segaleproperties.com City: Tukwila State: WA Zip: 98138 CONTACT PERSON — person receiving all project communication Name: Steve Nelson Address: PO Box 88028 City: Tukwila State: WA Zip: 98138 Phone: (206) 575 -2000 Fax: (206) 575 -1662 Email: snelson @segaleproperties.com GENERAL CONTRACTOR INFORMATION Company Name: Segale Properties LLC Address: PO Box 88028 City: Tukwila State: WA Zip: 98138 Phone: (206) 575 -2000 Fax: (206) 575 -1662 Contr Reg No.: SEGALPL902CQ Exp Date: 04/01/2012 Tukwila Business License No.: BUS- 101320 H:Wpplications'Forms- Applications On Line t2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 262304 9001 Suite Number: 450 Floor: 1 New Tenant: ❑ Yes ® .. No ARCHITECT OF RECORD Company Name: Lance Mueller & Assooiates Architect Name: Harold Christensen Address: 130 Lakeside City: Seattle State: WA Zip: 98122 Phone: (206) 352 -2553 Fax: (206) 328 -0554 Email: haroldc @lmueller.com ENGINEER OF RECORD Company Name: Engineers Northwest Engineer Name: Dale Kaemingk Address: 6869 Woodlawn Avenue Northeast City Seattle State: WA zip: 98115 Phone: (206) 525 -7560 Fax: (206) 522 -6698 Email: dalek @engineersnw.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT 1NFORMATI — 206- 431 -3670 Valuation of Project (contractor's bid price): $ 44,310 Existing Building Valuation: $ 10,623,500 Describe the scope of work (please provide detailed information): Instal new dcmising wall, storefront windows and door, exit vestibule, in fill existing overhead door openings with CMU block, steel supports at new storefront openings, hollow metal exit doors, and cap HVAC duct work. Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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 ® Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ® No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: ApplicationsWorms- Applications On Line\2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 111,851 6,498 0 II -B M 2°d Floor 3f" Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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 ® Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ® No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: ApplicationsWorms- Applications On Line\2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — • • Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDINGMOR AUTHO7TZ ,,9 AGENT: Signature: �n ��Sj/ dill... O G11.- Date: 03/02/2012 Print Name: Steven R. Nelson Day Telephone: (206) 575 -2000 Mailing Address: PO Box 88028 Tukwila WA 98138 City State Zip H:\Applications\Forms- Applications On Line \2011 Applications'Permit Application Revised - 8- 9- 11.docx Revised: August 2011 hh Page 4 of 4 Ci, of Tukwila, • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431-3665 Web site: htin://www.ci.tukwila.wa.us SET RECEIPT Copy Reprinted on 03 -07 -2012 at 09:01:51 03/07/2012 RECEIPT NO: R12 -00927 Initials: JEM Payment Date: 03/06/2012 User ID: 1165 Total Payment: 3,225.88 Payee: SEGALE PROPERTIES LLC SET ID: S000001712 SET NAME: Temporary Set SET TRANSACTIONS: Set Member Amount D12 -072 EL12 -0211 PG12 -038 PW12 -021 PW12 -022 TOTAL: 1,460.87 610.13 154.88 500.00 500.00 1,460.87 TRANSACTION LIST: Type Method Description Amount Payment Check 2107 3,225.88 TOTAL: 3,225.88 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES ELECTRICAL PERMIT - NONR ELECTRICAL PLAN - NONRES GAS - NONRES PLAN CHECK - NONRES PLUMBING - NONRES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.101.00.0 000.345.832.00.0 000.322.103.00.0 000.345.830 000.322.103.00.0 000.322.100 000.342.400 000.345.830 640.237.114 TOTAL: 882.65 488.10 122.03 63.00 604.70 60.90 500.00 250.00 250.00 4.50 3,225.88 7.. INSPECTION RECORD Retain a copy with permit • • INSPECTION NO PERMIT NO ..• • • • 2 -012- .CITY OF' TUKWILA BUILDING DIVISION (206) 431-3679 :6300 Southcenter Blvd., #100, Tukwila. WA 98188 Ptott: •IN.te ihra*.txr_ Type of Inspection: N,' Address: . ' Date Called: Special Instructions: . . Date Wanted:. a.m.. Requester: -57- L1 Phone No: • 51,Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: . ft-3024-re4:4. k"- aet Mica Spii-kereo 'NS 066 t) P.Protoci Date: INSPECTION FEE R QUIRED. rior to next inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. . - - - f INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ¥-'. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 QL• Project: SY(A i 1/l9!?4 Type of Inspection: . /•- ,r /, d ke'.... /?--0./ i /47 Address: o b 4) u) .j7 U Date Called: ' .�i,kJ _ 64012./,...i Special Instructions: Date Wanttr :. Ci.m: Requester: Phone No: • proved per applicable codes. D Corrections required prior to approval. COMMENTS: 1 .-' r (Ai I! - 4PPi /i/'0 - Col- i 7 /1v 6- 0-1,321444') 44A 4fr.-1 -1,irti ; 4 // PPay J t ispetto 44 I !_g JAS a 73 INSPECTION FEE REQI)IRED. Prior to/next inspection. fee must be pd#it 6300 Southcenter Bl d.. Suite 1 gd Call to schedule reinspection. (P CP INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 K.. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 D12 -C7Z Project: SF V 40 AQ ■ Type of Inspection: __1__ (AJ Address: 3®o A P t3 Date Called: Pt rig . special Instructions: Date Wanted:. C, -' a g I a r p.m. Requester: Phone No: ,.2. -- 3 i es -GS Y t Approved per applicable codes. Corrections required prior to approval. COMMENTS: eA. ! W6 - D,,,,M•SS,.J6 lr1)A,1 - N Pt rig . t-1 A i. l - I- SIN 5- _ n P 1J-1- reinspection. tor: EINSP CTI paid at 6300 p Da e: ON F' REQUIRE . Prior to next inspection, fee must be Southce ter Blvd., 100. Call to schedule 14 D(L`��� L ..- ..eN�.Cx.s_ •... —•-- — a. + JI - V'Y LsrG01 ML•7l +H ✓J6/C 45 • .INSPECTION N0. - INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R. (206) 431 -3670 • Permit Inspection Request Line (206) 431 -2451 p d,e6, 4 U f(Ar�9 VYPe of Insp cio`Pr Address: G _KO 0 diciNioAKTS. vii Date Called: Special Instructions: • • Date Wanted:. a rril ( r zs� (�� p.m. Requester: Phone No: ?.AD C9'39 ( j J14/) Approved per applicable codes. ECorrections required prior to approval. COMMENTS: A t 5; DE - of" r4gte 0cf4 V Mll0 A - -- /J PAP M 1 A • (pea- -ro C; -,r2 ro C ' i J V--- -- pi P (7-) Gorr ` r-": LJ . , 0 P- -r Z? :2; ; \-r--u-s.e. c -: 3 A Inspect ' r: Date: t9 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2 --�- 'r� INSPECTION RECORb Retain a copy with permit INSPECTION NO. PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 la. (206) 431 -36/0' Permit Inspection Request Line (206) 431 -2451 pit- 07 Project: O 'C 6 .rX'. rb i Type of Inspection: r'/ ./ .77 > /,J 6, Address: , 3 0U 4/1/4/ e?ul/Fic. Pk' C4-.) Date Called: Special Instructions: -- Date Wanted:. (0 — /8 —I? T:� m. Requester: 02. 5332-2S9 C Phone No: ) e1G0*78 -0/ Approved per applicable codes. D Corrections required: prior to approval. COMMENTS: t 1 / f .1 C • 1 pecto ' A/1•447 l• .t/el SPECTION FEE R QUIRE d at 6300 Southcenter Blvd. Date: • D. P for to next inspection. fee must be S ite 100. Call to schedule reinspection. • INSPECTION RECORD. Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: SF641 b4 N 7 P41 Type of Inspection: ! /i.-1ia/G -.24...46 Address: 3.6 v A,ua4h P,1<- L Date Called: Special Instruc`trons: - - Date Wanted:.? 6-6 -/2 p.m. Requester: Phone No: f v..3^' -w/R -64.37 1� 0 y • A aApproved per applicable codes. aCorrections required prior to approval. COMMENTS:p/ I c)t'i° _ Sal /P r ✓'i' V, • �'—A ,i ",44; 4j7f S - 7psv,p r% oy',Jt,b .1._75ailS5,-,:ifie- J-0 go s ,c1 .- / SA;1/- 1 —i SPECTION FEE REQUIR •. Prior to n -xt inspection, fee must be d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 2 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Of -a�z.. /2. -.Si- cry PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT • 444 Andover Park East. Tukwila. Wa. 98188 206- 575 -4407 Project: S° .ok.. Type of Inspection: . / -z- r..... a //15,p•.,A4e-k.. • Address: Sore 414) Suite #: yie Contact Person: Stns Special Instructions: Phone No.: Permits: x Approved per applicable.codes. Corrections required prior to apprpval. COMMENTS: Sprinklers: .._ Fire Alarm: Hood & Duct: Monitor: Pre- Fire: Permits: Occupancy Type: T "e_ f `•'14. 1 cU p i J 5,,,,,,..,_ fr%'4.,_./. 0 Needs Shift Insp ction: Sprinklers: .._ Fire Alarm: Hood & Duct: Monitor: Pre- Fire: Permits: Occupancy Type: Inspector: /0153 Date: 1112,f// 2 Hrs.: /. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • . y • • INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Z INSPECTION NUMBER D�z_a7-z !Z- s -®.SY PERMIT NUMBERS Project: To7a 1 ..A L. Date: �Jz,r- /r2' hype of Inspection: Address: 3 ov APdu Suite` #: :`4 Contact Person: Special Instructions: / Phone No.: Z5-3 -&oG- WLo3 Approved per applicable codes. Corrections required prior to approval. 4, COMMENTS: Date: �Jz,r- /r2' . Sprinklers: , Fire Alarm: • Hood & Duct: / Monitor: \. .S,' ; :///,--1-- //r .r...v.. %• wo 6,.....6 , C-1, Lis 4/ / - ( prFcJ i _ Lde .-11.1 ,.4 704,4- ` P 4 ■ ffi Needs Shift Inspection: Date: �Jz,r- /r2' . Sprinklers: , Fire Alarm: • Hood & Duct: / Monitor: \. Pre -Fire: Permits: Occupancy Type: Inspector: „"."3 Date: �Jz,r- /r2' Hrs.: / he$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: 1 Company Name: Address: City: 1 State: Zip: Word /Inspectio Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • r; •1 • la ;1 1 •'11j? STRUCTURAL ENGINEERS Ski !nears •Northwest Inc., P.S. P1' 1/4" 11. Pi eMilZ pm). CbM)1, SEGALE RETAIL CENTER 300 Andover Park West, Suite 450 Tukwila, WA STRUCTURAL CALCULATIONS FOR TENANT IMPROVEMENT REVIEWED FOR CODE COMPLIANCE APPROVED MAR 1 4 2012 City of Tukwila BUILDING DIVISION F.0.1;ruory 23, 2012 ENW PiOje.ct No...03444010 REUtivtia CITY OF TUKWILA MAR 0 6 2012 PERMIT CENTER ,0, • **** 0.8860.Wcicillgr.v.n Avenue NE .Stile WA 981i5 • 2t16.620.01j . fax,206.62:6668 vwi.eriblngtOrenticOm SEGALE ET IL CEN Lateral Walls Suite 450 Tenant provement I EX 1-Lat 1-PnI 21-Lat 31-Pnl 4.• aty.9 -314 rri TENANT IMPROVEMENT FOR SUITE 45 SEG LE Iv) ET 300 ANDOVER PARK WEST TU;KWILA WA IL CE ; 4 -1....-------...-..------■.....e. 4:- . ss ..1 . 44. . 1 I i • 046 i ...........f *41411.1.~• . -.---zt ..":r ' I.1.1•SWIPI ".,r........----,..........;,..- ,.,.4,.. ::-...,.,..m:-....-.==.- ;ft $ - . .... -.-.......a...... ......... ...A..., . _ W...,....r. ..er . •;-,..... .....r.• t . 1 . I • . I A.., 1 4... vv..* rvervi:t. ' Off•Mytfer.11.1,60.11.4.(0.*.00. 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' . • ,.1. l' • . ----'- .f7sVelowo ^ . t • N •-• J. . . . • 4 • 1 AV..., 011426= SIM rtPX023*X# ". - . . ./.11:0.4MVA l'!‘ 1 X............,.. .... .et.:.):4:to ....1 t ,.......: kel frr., il AI 1:11 1- ill i.. . ili t.,... • :II ...,r. ,x. lii ......_ l'- i. ,. , r-i • :.....: - ' IlliElE:1131111111 ° 4.UlaliT • ' 1., .. • pr........................ . . i '"-...:Z-r...'"-'' WI: , „1., . , ...tat ,.,.. .,,..,41. : - ' 51116:1141;f MEM ••• 1.. .1,,E.., rz, egnia.4rotx.2,,turacti _ .... . ,.........4......... . ..... 4.^4' ....4.3.4."*"'" . • tGtiA.ViNG,'i olesparol Su3.iE 420 •1 A} )E_ ' - ;1iJt_ 's '1 h rim Vt. 100C . ,. . . 1 ° . . -,._....1...: . ! .i :;1:4 --,,--.:•-;.; it 4 3.., 3.1 1■1 -: i . • i i g, • i4i . e • A }...: iNs. er.... .1VV rit 1 I .....1 „.„11r.iitt.n..,.....• i...1 :I •ta,. meng.-4-......,, .441V.i ‘1...o.i. :=..."•=411::%; 1-1`!" • . 77% .a.C...MtZia , - .• , .... , w• a 11 t. . : ..... 1 i - ! 1 . / ¢4 :. 41b1 242.• 431 .2:0X :2474,. i re fi a 0. I ••••••••••••.YRY.77.r..... axs. 044.-r1-'-.111t1m1.-tteigt m gmmirm,.........,t- !.. if 1 • ...a.--.4=2/: •,........_._._...,. ft.:13 sm■ '. n . Egt! ..•„2($. I Vs 4; ■ i - . 2 V • . y 1B.),-.111 ...4.u.si -1 r • . ... • • ..... ..1.4i. I CF:Aaplir-P-3 4 . .................................,■••••••• PENFRAL NOTE • FoLLowmp NOTES :APPLY UNLESS NOTEO. OTHERWISE CODE UNIFORM BUILDING CODE -- 1991 'EDITION — ASTM'S LATEST EDITION 1.-IVE LOADS ROOF25 PSF PLUS. DRIFTING SNOW WINO 80 MPH. EXPOSURE C SEISMIC ZONE 3 ✓ or ZIC '149/RW 0.3*1.X2.75 W/9 0.1375W FOUNDATION THE FOUNDATION WAS, DESIGNED WITH AN ALLOWABLE SOIL :BEARING: CAPACIN OF 4000 PSF, IN ACCORDANCE WITH :SOILS REPORT #03.71-025--RDIMTATED. JUNE: 50;199.E. PREEMRED. BY-GEOENGINEtkb, INC, THE ,SIZE SHALL BE PREPARED PER .SOILS ENGINEER RECOMMENDATIONS . ALL FOOTINGS...AND. 'SLABS 5-[ALL ,BEAR ON PROPERLY PREPARED .NATIVE SOILS OR ON 'COMPACTED STRUCTURAL .FILL. SEE SOILS REPORT ALL STRUCTURAL 'FILL AND BACKFILL TO BE COMPACTED PER SOILS .ENGINEER 'RECOMMENDATIONS. MAXIMUM .DENsrre SHALL BE DETERMINED BY ASTM 0 1557. AU. FOOTINGS TO BE FOUNDED' ur MIN. BELOW FINAL GRADE SEE ARCH, AND SOILS REPORT FOR SLAB ON GRAOE UNDERLAYME:NT. SLABS ON GRADE 11,IE SLAB .sRApe FoR THIS PROJECT IS TYPICAL OF OTHER I3UILDINGS. WITH SIMILAR FLOOR LOADING AND SOIL CONDTIIONS CONSTRUCTED IN THIS AREA, THE -SLAB' HAS NOT BEEN DESIGNED FOR ANY .SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEN DETAILED- TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. THE OWNER.. OR HIS REPRESENTATIVE HAVING' REVIEWED THESE DRAWINGS PRIOR TO START OF CONSTRUCTION 'IS .AWARE OF THE. PROBLEMS' WHICH MAY ARISE WITH THESE."SLABS'.AND ACCEPTS THE...RESPONSIBILIr?. THERE OF. THE -CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION: LOADING OF THE SLAB AND SOILS BELOW. HE SHALL TAKE THE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED 'OR: DAMAGED BY` THE 'CONSTRUCTION LOADING COWCREE Fic = 4000 psi FOR SHEAR WALLS GRIDS C) F'c = 5C00 ,psi FOR SLABS ON GRADE , FOOTING AND'LL OTHERS. ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND .'SELECTION OF MATERIALS .S*.-IALL BE IN ACCORDANCE WITH THE UBC.- AND AO CODE 318: PROPORTIONING OF AGGREGATE TO GWENT 'SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX .ViITH 4" MAXIMUM SLUMP . WHICH .CAN BE PLACED. WITHOUT SEGREGATION OR EXCESS FREE -SURFACE WATER. FOR ADMIXTURES; SEE :SPECIFICATIONS. 5/4" CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL .DRAWINGS. WATER CURING SHALL. BE USED AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER wm 374'. TO A!,.R BY VOLUME. LIMIT WATER CEMENT, RATIO TO 045 AND USE TYPE ✓ CEMENT WHERE SOILS "WATER SOLUBLE SULFATE EXCEEDS :D.20 'PERCENT BY WT. ,ADD- NO WATER TO CONCRETE AT SITE IF INCREASED w0iRicA34,riy" IS REQUIRED :CONTRACTOR TO SUBMIT A MIX 'DESIGN, THAT IWLI. ALLOW THE .AODMON OF A FIXED AMOUNT WATER 'REDUCING' AGENT OR A FIXED AMOUNT' OF SUPER—PLASTICIZER. AT THE SITE PRECAST WALLS' pRgeAsT PANEL UFTING ,STRESSES ARE TO BE CHECKED BY THE ....CONTRACTOR AND ADEQUATE REINFORCING Still, AS REQUIRED BY THE CONTRACTOR'S METHOD OF HANDLING AND ERECTION OF PRECAST PANELS. .SHALL BE PROVIDED' BY THE CONTRACTOR. USE STRONG aAcks, AS REQUIRED AT EXCESSIVE PANEL OPENINGS. CONTINUOUS 'GROUT BETWEEN PANELS AND FOOTING SHALL BE A NON—SHRINK' TYPE GROUT. REINFORCING STEIL ALL CONCRETE • REINFORCING STEEL SHALL BE DEFORMED PER ASTM A515-74. GRADE 60 (fy=50.000 ps.i) LAP CONTINUOUS REINFORCING .BARS 30 BAR DIAMEERS 1 —r MINIMUM .1.11s:LM NOTED OTHEFIWISE. CORNER BARS (1'-r .pEND). WILL BE PROVIDED • FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE vium tAci . MANUAL. OF STANDARD PRACTICE OF DEMI-1NQ: REINFORCED ' CONCRETE STRUCTURES"... WELDED: WIRE FABRIC (WWF) TO CONFORM WITH ASTM' A185. REINFORCING NOOKS TO COMPLY WITH STANDARD Aci• HooKs, COVER TO MAIN ,REINFORCEMENT TO BE: BOTTOM :OF 'FOOTING'S 3 INCHES :FORMED 'SURFACES..WEATHER & EARTH FACE1-1/2 INCHES .INTERIOR FACE 3" 'INCHES REINFORCIN4" STEEL WELDING `, ALL WELDED FORCING STEEL TO BE ASTM A615. GRADE .50 fY=60.000 psi) .WELDED PER "ANSI/AWS 01A-79 STRUCTURAL WELDING CODE gnu-phi:Oval Rmrrs. -rn Iwn n&-r% uati zocliiraTrt% ths cluni U rwer TW ianct TA7 Pea rlp pirrr cwat 1 Ar rto \ - ..„--. : x.sl-y- .........:„............._--............,......r . v...........,::..t .._..., 1 r • 1.4 0,A t ! . r, g.. 1..;',.-.,,,,,::...,-..,....-- ,r,,,.,..„,:::„ -j..7-,.:,,t-----,..;::;:--------f.:T-3... :-.„,,,..„-,:„.,..,-,-.1,,,,,z,-,,,.. ,,,:,..,:-.--„,„..,;:„,,,-,„::,:. t, - .., • a..,;,- t..s., 1, •:sti,-...,-.1:::::::::i.--Jfe.!...:C.:-, :f.'.1:t '-',:t1:2:-Y-L-..:::_!..1a.-..i. I 3 • j 1 ENGINEERS NORTIIVVEST, INC., Y.S. — STRUCTURAL ENGINEERS • 6869 WoontAwl4Avii. N. IL 11205, SEATil.P., WA 98115 (206) 525-7560 FAX (206) 522-6698 DATE 2- SHEET OF PROJF.CTI1 j34. . pRotcT 66-eillt.tr SUillECr Lorriv,.. 77) G14o 60/0 ehir V2 0.1" [2.80641 a 33•"(2.baa) ;-73s4-4 _ ciftp. at 7W ti/P-A- DAVE 44,Asew (0() 131-3 7-0 Col*: 2.e.) oy 1 • c t - i9J nod ,tor. 6. . - 2 criSr rcre)eiehier) /4.,(0- — - 07-09.71 --/?fi /IJ s ve--e J( .CcACJ ti If e earth feet 600 meters 200 Conterminous 48 States iZ■ 2003 NEHRP Seismic Design Provisions Latitude = 47.4541 Longitude = -122.2526 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period .Sa (sec) (g) 0.2 1.415 (Ss, Site Glass B) 1:0 0.484 (Si, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4541 Longitude = -122.2526 Spectral Response.Accelerations SMs and SM1 SMs = Fax.SsandSMi = Fv x Si Site Class D - Fa = 1.0 ,Fv = 1.516 Period Sa (sec) (g) 0.2 1.415 (SMs, Site Class D) 1.0 0.734 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4541 Longitude = A222526 Design Spectral Response Accelerations SDs and SD1 SDs =i3x SMs and SD1 =2/3 x SM1 Site Class D- Fa = 1.0 ,Fv = 1.516 Period Sa '(sec) (9) 0.2 0.943 (SDs, Site Class 0) 1,0 0.489 (SD1, Site Class D) 3he ENDI NEEDS-NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 89115 Property of Eag:boors Northweet, hut. 0oolito - Use by ogicfb otifair41 Input a • ' Shaded Celli Job number: 936,4401 . KIII•OZOA. Job nano : S- ale Retail Contej' juPar o • • • SHEET 1 OF REV. 1: 41610'7 REV. 2. 9/29109 11-31Sift=C triC 2000 5eitluii 1013.11 ASCE 7.05 Seaton 12.0 Equivalent Lateral Fora' Procedure • bate sitar Ad references below aro to ASDE 745 (U.N.O.) Ba07Pelsin10-F9Tcp-Resistft $Ystkin Pe.10111970rOo-Res.10110 tYstOls Is this consiciered a Bultcling Structure? Is Diaphragm Considered Fkadble? hn •Se 51 T1' CiaStsctO Occupancy Otitegoiy Top of wail elevation (parapet) Elevation Of toP qviag,lsteig4POit(050 4,t .Elevalion of top of*ell tateral support (00 RegOlar StriictuniA 5 Medea?. Bearing Wrill;SyStein SectI& 15.1.1 for Nonbeilding Structure dormition. Seatign 12.3.1 height :to top frivel In Mtn por6on of stnieture (ebv base) Section 11.3 SPoctral ratriariSe aceeleratlon at 0.2iecands for Site Vase B. SPactial response acceleration at to secortdslor Site Class O. LorOperlod transition per Figure22-15 thru .22•20 Section 20.1 San properties "Ifr is default unless, the Geotech data oditigifing Table14 page 3 Official thtnks R ts 'Site Class 'El'arr. raof high pointtnininiont parapet) Mot low olid (raMcirstan parapet) Scotian 12.8.1.3 Site Coefficient Fa a tile Coefficient Fv Sms Sm1 Stis Sd1 Seismio DaSign Category (SDC) To Ts a at Period = T Sa R flo Ccr= = Detailing Reference Section a 14.2 Ce oalo:= 0.189 Cs Max. = 0412 Cs min. = 0.010 Cs use a 0.189 Vu deSIgn 0.189 V design a 0.133 Oulptd 1.000 1.616 1415 0.734 0.943 0.499 D 0.104 0.549 0.02 0103 0.943 6 2 5 Table 11 .4-1 Tako 11.44 Sms FaSs Section 11.4.3 (Eq. 11.4-1) = Oesi :septlop (Eq.:11.4,-2) SOO a 2iStaits SectiOn 11.44 (E4.1 i .4-3) Silt = 2/35m1 Seaoft 11.4.4 (Eq. 11.4-4) . Septien11.6&'Tablos 11.0 &11.0-2 '015d1/Sits.5adidn 11.4,5 SiDISda, SediOn 11.4.5 Section 12.8.21 Table 12.8-2 Tabtei 2.84 coConds - 84401243:2A (Eq. 12.8-7) Cu a 1.4 Saigon 11:4.5 (Eq. 11.4,0)or,(4.11.476)or (Eq.11.4-7) Table 1224 Response Modification eoefflolent.(reducos forces to USD) System overstrenglb Factor Madilled far-fiejaibla.diaPhragm pent:Won AMPIiileatien Factor fortiteln SeCtions 12.8.6, 1261 & 12.0.2 1 Occupandy Impedance Factor • Table 11.6-1 W Building weight (9 or kips) Ev Section 12411.1 (Eq. 12,6.4) SectiOn (2.8.1.1 (Eq. 12.8:3 & Eq.12.0-4) SeCilon 12.8.1.1 (Eq. 12446 Eq. 128-6) Section 12.0.11 (Eq. 1.243-2 thru Eq.,.) 14.1 At dienfilli level USI) (Eq.12.84) Working (1.7'E ) ASD 0.189 D 0%2 Sds D (Eq. 1244) -May bezero for prOportioning foundations. DiatibraaMs Fpu cat!. a Fpu Fell Max= Fpudasign Fp design u The Weight tributary to the.diaphragai at ihatiet...el 0.189 two (Eqs.12.6-2 !btu 12.8-6 above) 0.1E19 'wp (min, Section 1210.1.1) 0.377 Tip (max. Section 12.101.1) 0.199 p USD 0.132 "'yip ASD (0.7'USD) 2114402 EQ. ASCE7-058eisniic ENGINEERS-NORTHWEST, litC.P.S. 6869 WOOBLAWN AVEJLE. (sO)re 205) SEATTLE, WA:98115 •"' Property of Engineers NOrthWeite Ina., Seattle - Use by others unlawful ". PROJECT NUMBER: 03044018 OROJECTNAMB: Sedate Retail tenter LOCAt10,71: :Parapet extension WINO LOADS PER we 7-05 Walled 2 - Section 6.3.12.2.2 - Low-Rise EulkiingS HEIGHT OF PARAPET. lip = 39.008 Buie. RIDGE HEIGHT. ht '' 31.00 ft BEM EAVE HEIGHT, lio ra 2450E. MEAN ROOF HEIGHT. bra 30.25.ft. Joist depth MBE buildings Olga** &aphis:gin b belowtod= Wall Stipp Olt Elevation at Ridgo 010./3 ft. Wail Swiped Eh:Nation at Eavo= 29.23 it. 2a 28.138. a = 13.078. Loads to MWFRS ;ones img_ls 1E SAE 11.45.01 1414 7.60•pst 2 4158 pst 3 i6.08 PM 28 43.77 pet 38 -7.52 psi 5 & 6 0.00 pit All 1727 psi Ao psi Loestiolt Welb coinore Windward moil' Leeward roof Wind** rode Le award red Wails parallel to tho wind = Windward parapets el Le4yard Parapets = For MFRS Corner design toad For Wan "Comer" design load SHEET 5- OF Of 911110B ALSO Creator' eepareto lead cosi' With all hotlZontat aones 000 to 10 psi arid all Vardsdoorioo Nerd to O. Cheek this load Caw os en bdoPendent cwo ;MO do not corishino with the bad case et the left. MWFRS Olriphoanmiorictinn parallel to the ridoe tamer load (tip to) 28.1335 ft. from corners .850 pli 4--- USE hion-corntr toad (more lhon).26.1330 ft. fronseinners = 270 ptf 4-- USB jawpFtt. Mao a iitigAmkal ua EisELsbLWLJ:tftftufs tomer load (upto)15.1330 8. tram Camera = 350 p0 4-- USE Noncornei bad (more than) 26.1336 ft from tethers '= 280 pit 4----- USE ?MFRS - Roof Uplift% Resit uplift load up to 26.1.3360. from Wetter walla a 43.8 psi 4--- USE Roof uplift toad mare than 28.1338 ft. Stirs extortor walla = -9.8 per 4— USE tomnonente' & !adding Walt Design (1.. 207 eq.N. ttib. (inward) t5 111411 benign 2875(14 1,18 (Outward) Waft talign 0287 riq:lt. (outward at Comers) = Waft Oesigri ito 26 snit; trib.,(Inward)= Wall Oesign @ 25 eit.ft. id& (Outward) Wall Design @ 25 sq:ft, trlb. (Outward at toiniis)"' 8,3 Psi '4*----!-!,sE 403 psi 4— USE -ioA oar :4-- use 11.2 pd 4--- USE 4;3 pd OE 44.5 Psi Ai— USE Parapet only Design et tornoM 48.5 psi 4 4SE Parapet only Design NOT at tearsairs = Rod overhang Cr °armpit Root St* 'F0°10vertANI9r P0A00.1rAre4.6 Re avedieng. &tanagers !Mgt (7..a lla3) Psf 4---- d USE Root OValhang.g canopies upillt,(Zone.2) 409 psi 4— — USE 15.6 Pat 4-- USE Wall anchorage load at Carriers a Nowcomeifincitiorage taiad 13.0588 ft. from comers Watt anchorage toad at ridge S 280 pg. 4— USE .210 plf 4------ USE 250 p5 2 2114/2012 ASCE7-05WInclideih2 ENGINEERS-NORTHWEST. 1NC.P.S. SHEET 64 OF ilk 6669 iNOODLAWN AVE. N.E. (SUITE 205) 5)24101 SEATTLE. WA. 98116 .•,..Pc9purcy of Ebyineprs Uert.temst, Vie" Seattle - Use by °theta eslet ••• ANIE.RICAN SOCIETY OF ova. ENGINEERS WIND LOADS PER ASCE 7-06 Method 2 -"Section 6.6.12.2.2 - Low-Riee Buildings INPUT CELLS a (Shaded) All references are to ASCE 746 for Sections, 'PROJ EDTNUMBER: 03044018 Figures, Tates & Equations PROJ EPTNAME: Societe Retail Center LOCATION: parapet extension DESIGN 6Y: PROGRAM LIMITATIONS:31#105-‘0114114-Pli ttk7;.1.„"t..._ WO_ , *MI ''. ,v,.,..fttlat Vad. L'ae,s1E801.73-•.-4...--:_...„,.........,=.11. Aflt3i sri lagireid.61411. ' Ai : gi- ° -07.W. BUILDING AND SITE INFORMATION INPUT .BUILDING WIDTI1.-0 326.679. BUILDING LeisIGYK 1. = 480.67 IL SLOG. EAVE Hgfdiir, he a 29.60 if. &0O. RIDGE HEIGHT, hr a :ROOF SLOP6,4 IS ROOF, A Hp IA GABLE? HEIGHTOF PAiA06.T,'hp VIAND VELOCITy; v EicivsuitE IMPORTANCE FACTOR,1 TOPOGRAPHIC FACTOR, Kit = DIRECTIOkALITY FACTOR, Rd a Building Internal Pressure condition (Sea ASDE 7 Section f!.2 MEAN ROOF. HEIGItT, Mar = DESIGN HEIGHT, hd DESIGN HEIGHT. ltd = 'Design height for (qh) 31.00 ft. 0.25 In.fiL Gable 30.009. 86 mph 1.40 •1.00 0,00 ENCLOSED for definition-Self 30.26 ft. 36.000. .36.00 S. (WIND PARALLEL TO RID(3E) 28.60 tt. (PARALLEL TO RIDGE) (PERPENDICULAR TO RIDGE) Roof slope = 1.1936 degrees 0.0". to T.o.W.I ( 3 second gusts only 1111) Section 8.5.9.3 S6 table to the right &gq. For INell(dyou MUST use ASCE ottentinad GOO In figure 6.5 EnctoSere Ciaisifications ) Importorme Factor - 1 I Category " Importance Table 1-1 pg4 Factor Table 0-1 '0 1.00 11(&W . 1.16 tried CtimbInations In SW. 22 4 24 Noto to . Puitic Astairibly Vet Hazardois Substance a IV a EsSeritlid Facility 6NIND PERPENDICULAR TO RIDGE) VIAINININD-FORDERESISTING SYSTEM MIIIVORSI FROM ASCE 7 Figiae.6-5 (Input From "itptiltdinginte,Fnatiired9tita Conrritiore above ;INTERNAL PRESSUFIECOEFFICIENTS - OCpi e0cL0sEt) o.)0 41.18 Kz = 0.7008 qh a. 0.602561* Itzt Kd V2 i (Eq. 0-15) qh a 1 1 pi Of (iPit EL29.6 0. Seition e.5.122.2 watii.iii spunk's P a tillgGcP0 - (GCP01 (Eq. 6-18) coop . petopocuter to ridge Case 8 - Parallel to Mtge :Zane Genf Load 2orie GCpf Load 1 0:40 4.41 pal 1 0.40 4A1 psf 2 4.6e -7130psf 2 .069 4.60 pif 3 -031 4.08 psi 3 -0.37 -4.08 nsf 4 429 410p51 4 -020 419 psi • 6 40 -4g.6 Ps! 5 4144. e 40:5 .4:e8tear 6 -0.45 16 0.61 04p31 1 E 0.61 2E -1,07 -11.70.0f 24 -1.01 3E 453 -.1.84 nif 3E -0.6 4E 443 .41T4 3f 4E .0.43 Windward Par4pe1s a 1727 Pe Liaeward Parenets .1 1 .61.psf 13.07Jt 2a = 2613 ft, Pst -4.96 psf 6.72 pal -11.79 psf -6:64 Int 474 psf 1.03 1.41 0.71 itu/I3 a 0.093 hmrlL a 0.066 Internal PressurP 41- Pa Psf NOTE: - Internal priiisure for the main frame cancels when Zones 1 4 end 1E6 46 ere combined 418 adds or auhtrat Zonis 2, 3,26 and 3E that do not tinim direr,* opposing frame toad. 2,114,2012 ASCE7-051NIMIMalh2 LIJj2 ib (Rip (±) 7/647- Efid*ettifflqinTirwtiST, 1Nc., i _ 630 11,01)DrAW)I-A413. N. R.', r20 %trio, WA 93113 (206) 32S-4301:Ak (206) 322,6693 giOlEci >4.(:1111,1F.Cir . 1)0,904-gpA4,.,-1:40' •.fiy ) -03 • •••• 7- -' -7-1/-5-41:1 • ■ • tel • 60500 If; D 'NI KV • lo........"—•-- ." : . 1 iyit '.11) -- 7 • _ --1 I 1 '..,_ . ... 'isjita0-14/: Os) I'l:-•:- ..' -a-ii; .,-- ...,*- - -4-0 wixtif 1.t0 -rip j °" - 't'aV/1 • / , le le .. 1 :2°6 ) 4 '.i((.;:•S ' ...° 1010 • ../ tr.411 V A '' 1:1? :14-Ci. 4 . if itiltel • $6-1tiibo le" / •••• JANfflNRIilS 51169-woonLawAvir.M.1.,k2Osistaii-o, WA 8i i 51i06) M-4369 Oa Mitsggti -;,-30440/ JeCfrkt,„ <IA/Ap,R 74.4.41.2frst— t• 4/40 4,of /I • 4, 44g 13t) 4 1.1,5f 41-00 :/ 170651://7 5.1 k 0/0 •" p 7 r (/.1)1-1,0r.00 -c 619 7;0 0 "4 4/>)ion Le; •bil#4114,1- • t6;ts ,-0.);),,:.-1,k;e02-e) . .gglif ,,,e,iz rib, —7 16 - I*re 4, -/-o :C J , :06 ' (iai) o. A 4:tit 4 -40 49., 1311.2 a 9.6 4 0 4 • • o .• 3r4 :651( :3 6 I -IA P • •••■, 4 . _ . iii, , -fp- 4./jAirtc.3 1114441;5 41 (7. . ". .:-",e; i 't ;i . J. ; ` . --)- .,. "' "if - i9 09.7) .7:1 :, .:1-. 04;4, 4 t'• int 1- 2.9j.6 i 3v). 6 .s p).1y* 140;1.1- 2:1-2,;g4 • • ' /^ ' 1.4 4. A I iln\ 1 11., 4 64 ;cog') 00 -10 ) A—. Pic4 .10 13.or hi. 45Viir11,41.4k- Will j 1:. r ' pee--- ii - . . /tilt, lc 4riturteturAdilonerals- . #69 *dom./AN Ave. N 11203, SihT1-.1:1.$, Wic 0) 11$ ori6)gs,:ls-60 FAX 006Y5.2U608 PitlIffai .S :01 AT/12 ;. -4 a »KT :2.1/2.744t. • 4.4.74.0 ;(3) - - b -- _ _ ;Oppr. PI- CS AY)( 4-744; I ' t 51' ' 10 ' la io ' 7 .r.?: iti.71. . '041.0ge.1.1 T„ 4 p A .?. igro 4 4 . i , :e. 4- Y14 :aurtri, - 1—' )1 0' ''''' v4.1164. -I /116, t74 85,1 ki) i •IP' .441P11. ..tle---644°i" I fit?' ...,i072;1•(;÷4.4) ,1, E . 410 It tA0': ‘c 446.5 itit,.:41Y)4) v &it) ie ?AA ice6-5.1.-10`) •?.114 GO 0, :1 — -- ,-. -. .1 . 0 14 ■./..%:7. . . q A 1 • "<- . /0 .1 4)4(. ' / 0 I. e) .110 04. :ENOINEepi; .0169 Vo�nh AW1 AVn tJ 00. SItA ...f2:34-01;1 iftW1LFT 1S LI:641,6 ;"Soisiocr TILL iVA:9,81 I s poo l'Ax (200 sii;-660s IST61.70.0.114104614iiii" ti. . - , ,47 /11 rt. LoM 044.0 4 z. '1/44-Tr 6869 %vduistni,* km N. it..0203;•§1:Arno, VA )St 1542:00525M60 Pa (200 n24698 Arietheerli.M04aii: ta6icci 41:1414, 4. let __GIAlltrt - - OMB i$2 10 .‘Supig4T. _ • final' ..13v_Lit2reir2 )05 !:!,1 .0,14. 1, :NO) 114) tr. ? ' 411 Igor Xt4tamtnitiNourliWit,Tr,1*, P.S t STktJCTUflM ENGJNEEUS _ •08.6:94/OtaivAtraAirkle N. ll, iJ2O 5AtTu, WA 931 IS (2003254..569:FAX 00,602246698. 11groitefri. ixitoga 1:..kikt±A,AALLit.01.0. 9:6 -1/6_ nmer r ' Ai ••• .0Y 40, ,r..-;1411<711-145__4,e::...11,. - -6titpait • ----- ab, 64) ,i2Z4 0-.01. 77 t 5 tr1.41Pt6,1 21.1 *At 3° 4 :P_cia.v4).$/nrAwe 10,4„0.0,0., t.!)(160,...i.'; 6 ita6vs V.1011;itat ftsNotur mk; INt:, ::04ityarint 69 wooLmyt, Avu N IL 0205;SEAITLEi Wk 9$1 1 5 009 ofe-lmio to6),A2-.060 &omit) !)::?A 041 I (11.4!)tiktir cvo., . • f)ATB -sini)tor •:attoit - • T-A0/10 Poro AA/ke ,74e,t,dacto :011/ a'6 fk0 ,0.61i:,:e4OCAie 'UPI/ 040. (6,44 -/Za. _Aseis6 OS' TAI'60-* OA 40,7# u E.41) Marone ...•■•■4 ..”0/111041 1 Lt V 1. .... lks..7-••• ="••• =la gt* N"k '4.■;„,*1 t ‘N. rip TMR• stoma. cAtto, /bit' "Bea Ii<100 OM A tr,NNO • : "St Oldeal. ..1741400114. 0011•081„,. PP!) a 1 tt • 4. „or. IA! fag ACI4 • • 1 . • . a. s s s so 0..))4f3a:4 ,<1,5 tto.t vat«. ” Wog 6- , - ""= • / •.• • .4N- . ..- , H. ,It.. -411",•:: '•"€: mie Pr.* .0!)..::..... 0 0.,PK0., • 0 'v.. .10^. - - 0....%**, ',....i. ,!!'..-- - f'''•:"' ' " '; I csFa5 trF1 0"" .. 30. . . le; ; ?UP° ••:.to • .7.4711 irt 1.1 ji P. gfrof,4 17.5,1 Rib Wit... (0 ..... .... (■'81" t‘• ): aTip 40.-• "lb :rof , 0 ...Allier., 3 t.•"' 4t" .4t, */^ V4 ,2. iWo mur 114. t rm. _ I Sit.' it M.),11 " '19 4.cm... 4, 9, r ,u '40 V#a " 1 IT. - ..0.0 , 1,:.:.:... trd - ''E IAA 1 . r ..., 4 i..4%. k • me,,, gr ••-•., - I 7. ;;;_I r . rz- 1 ., • • ..., ..„ r :4 ''' • 1/44,,i ' r t• 1/4„e1• 1 A r ..„. • ...; sh••, .;.• Job Number Job Name Location/direction = ENGINEERS-NORTHWEST,INC.P.S. SHEET 16 OFIg 6889 WOODMAN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115. Prooy or gogInes Noiibitest, Inc., Sdatlje.- ilia by others unlaCrifut • • • • • 930440 9 $aIeRetaiI Ceititet Main •storefront shear rid I. . Wall relative rigidities with direCtshears & moments to each per I No rotatlon:Included I t wall tkicknoss (in.) V/pler = kips h =ill height (it) IVIorniPler klp-ft I length (ft) t= wall is liked top & bottom c = wall Is cantilevered (Pinned top Or bottoin) Total shear on wall at F84ikJis (incIui1nn ht shoa Total OTM = 3840 k-ft. h ave. = 10.00 ft. pier # t h d .. , hid f or c multinte le/pier , _ 9/0/100 VI pier Monti pler v/pler 1 OM I J NM 5 6 725 1.87 , .c 1 0.2569 01680 0.1195 0.007 0.04 0.003 2.58 1.60 4.20 25.78 15.95 11.99 0:43 Id 0.32 kif 0.27k11 win W I lam ifia 10 10 7.167 1.40 gilmig Mill _ N1 0.4014 0.0832 . •. 0.00 2 . 0.010 0.002 •. 0.002 4.03 0.63 0.63 40.28 6.34 6.34 0.56 kit 0.21 kif 0.21 kit . mimingragtalm EMI • n. - 0.1590 • 0:004 0.015 0.003 0.067 0.138 0.002 - 1.60 5.76 1.08 25.77 52.80 0.63 16.95 57.82 10.79 257.70 528.02 6.34 -0.32 kif 0.69 kir 0.25 kif '1.43 kW 1.76 kif 0.21 kif 7:25 10 6.33. Ku 111101111111 gen ons incsgal O_ _ , mat mum am N. M . m MINIII NM 0.5742 0.1076 2.5681 5.2621 0.0632 7:25 WA ID 10. 4:33 ' 18 0.58 10. illell KEN NM 14 IFEEI 'Mil' SOW 10 10 prigum 11119111111FEI 30 0.33 9-0 M 6.2621 5.2621 1.8693 0.0338 0.002 0.138 0.138 0.049 0.001 0.03 62.80 62.80 18.76 0.34 6:34 528.02 528.02 187.57 3.39 0.21 kif 1.76 kif 1.76 kif 1.26 kif 0.12,14 .18 WJ 10 IYk 3.48 Inn WM MN ing innuoit ovi anigno MUM ginim mon 0.0338 0.0338 5.2821 0.001 0.001 0.118 0.34 0.34 52:80 3.39 5.39 528.02 0.12 kif 0.12 MI 116 kif IL E '12 7.25 10 3 3,33 , 0.0632 0.0632 5.2821 0.002 0.002 0.138 '0.61 0.63 02.80 6.34 6.34 528.02 0.21 kif 0.21 kif 1.76 kit 10 30. 0.33 um 5.2621 0.0000 0.0000 0.138 0.000 0.000 52.80 0.00 too '528.02 0.00 0.00 1.76 kif 0.00 kif 0.00 kif Nis wimp ant :NOM 1 mg 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.00 0.00 6.0 0.00 too 0.00 .Coo•kir 0.00. kif too kif 30 mg raxmk 12 TOTALS 38.2682 1 1.000 1 384:00 -*= Based on wall thickness of 12 Inches Maximums foalio k 528 k-ft. Total Wall length 279.83 ft. PertentageV wafl total = 13.75% Rigidity 1.76 kif 2/15/2012 .Rty2 PROJECT . aw.ox�tn.m Y. ... r CLIENT '�(1ZZsC:�'rit 11 I ti'fil Y9?Lyi2� JOB t�_aASOwe°ia a. iwwow»>ae«er« ,�4 11 rifyr XEsting R Ir�tai l.Gan kat h X:- aA'ac t NAS.0 11#0114.17::: rothiJI,366P PAGE :; DESIGN 13Y: REVIEW BY : INPUT DATA CONCRETE STRENGTH (ACI 31851.1) f' REBAR.YIELD STRESS fy FACTOREDh AXIAL. LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF. WALL DEPTH AT F14%FIGE MYTH AT FLANGE TOTAL WALL HEIGHT TO TOP REINF BARS AT (RIB WALL MT. HORIZ. REINF. mat= kui PU = Ta40 k Mn a1� 971ft•k • k ✓ L n y:- Lt t = _ LEin D = SZE 1n B n mid in '� Itvr n�f# WALL. D7IST. VERT. REINF_ .4. # 1� ri c a HOOF' REINF WIDTH. B. DIR. 116ge of t1.0 HOOP REINF Leyorit DIR. ;lcgsof # WALL EFFECTIVELY CONTINUOUS T Yd (ACI 21.9.6.2 apply) OUTPUT SUMMARY SHEAR WALL 'LENGTH SHEAR WALL THICKNESS BULB END WIDTH BULB END DEPTH BULB REINFORCING WALL HORIZ. REINF WALLVERT. REINF HOOP REINF - WIDTH, 8, I HOOP REINF • LENGTH 011 L a 0 6 S 1 8 1 0 0 0 o R 30.00 It 7.25 In = 7.25 In a .48.00 in 8 v 4 CO 12 In o.c. 4 @ 10 fn o_c_ 0 .@ 8 hio.c.'' 0 8 inoo. rY THE WALL DESIGN IS ADEQUATE. L MAkCOPICRETE-GOMPRESSIONSTRAINS atiktgl oscR03.9.1) MAK REINFORCEMENT TENSILE STRAINS 00.5 (pSCE41=08 Soc. 0.3.3.1) tB ANALYSIS OETERNIINE WHETHER THE WALL CAN RESIST SEISMIC LOADS. (080 2010 1908A.1.38) Pu = 140 k < 0.35 A9 fo' a 3654 k (Satisfactory) •Arers A9 a 2810 in2- 0Pn00 0 Mn (R4t) Ti CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 316 -08 21.0.2.1 a 143) (f)t •),r„ _ „d X20 (for A� (fcg°b tl 165.07 kips > Vu . and barsizd ii 4 hor kOnial) (pt )„r= _ •0.0012 ( for Ac Afc')os = 163.07 kips > Vu , and bar size p 4.verttcal) (Ps hew* = 0.0023 > (Pt )em. LSa1is[sc10 y] (Pr 644: = .0.0028 > (Pt )ter. [Sall acto y) Whets Ada 2610 102 (gross area of concrete section bounded by web thickness end tangth in the shear direction) Tho prapascd spacing tho insiskraaa pamiisstble vatria of 18 in' end fs aattsfactory.'Since K,raU V„ < 2 Aar s ° , � 1 cn4 curtatr► relnfercenieut required. (ACI 3'18008'21.9.2.2) CHECK SHEAR CAPACITY (ACI 318-08.21.0.4.1 8 21.8.4.4) 4Vn =MIN t0Ac;(ri.i(f )°5+WWWO.d0 Ac+Po9o5J a 51313 kips Whore 0 a 0.60 (cciiscrvstivety, AC1318-08 0,3.4 a) 0(c= 3.0 (for Irv" n 007 <1.S) pi ? Pr (Satisfactory) (only for 6,11 a 2.0, ACI 318-08 21.9.4.3) > vo [Satisfactory] I V14( (cotird) CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-08 21 .6.5.1 & Eq.10 -2) P,,, D,88 fe'.(As - Act + fy AP) 4983 kiy's. > P„ ISatisfactory) wheie b • 0.65' (A61318:08 0.1.2.2j Ast ' 12.5 62• DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 14448 tt-k"sPs.. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND 114 THE TENSION .REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 31808.10.3.2 AS So AND•6, INPUT . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d so./ 0; + t a r ) = 165 In a = Cb' J3, 4 140 in Did 0.85 (ACt 31/3-013 102.7.8) 0 03316+ (1 0 002)C2`a• 013) is 0450 (ACI 31/3-08 R0.3.2) d =,(L 0.613) a 338 to DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED "t3TRAIN.CpNDITION ARE 2203 kips AND 24702 94tIps. IN ACCORDANCE WITH ACI 318-080.3.2 THE DESIGN MOMENT CAPACIiY.WITHOUT AXIAL LOAD IS 4 M„ = 0.0 Mn = 10528 trips. TO KEEP TENSION SECTION WITH SHEAR.CAPACJTY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY 13 -.0 P, • - 0.0. MrN.(Ast Fy Act E„,es. 3.31 i4g411) • :878 trips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. 0'P p) + Me lcok1p91 AT AXIAL LOAD, ONLY = 4833 0 AT•MAX1MUM LOAD = 4983 14448 AT 098 TENSION . 4602 16074 AT 25 % TENSIO = 3790 22535 AT 5098 TENSION • 3098 24435 AT S j =0.002 • 2234 24540 AT BALANCED CONDITION • 2238 24702 ATc, =0.005 • 1514 23185 AT FLEXURe.ONLY = 0 10528 AT TENSION ONLY a -678 0 DESIGN FORCES Po 8 Mu ARE ALSO PLOTTED ON THE INTERACTION DIAL RANL FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P„ IS GIVEN SY 14n = 12284 kips. > M,, (Satlstactory) where . • mitt(0.9. M040.65+ (St - 0.002)(250!3) , 0.65)} = 0.600 (/10131 &O8. Fig, R9.3.2) CHECK SOUNCARY ZONE RE.OUIRCmeNTS AN EXEMPTION FROM THE PROVISION O1 t OUNDARY ZONE, CONFINEMENT REINFORCEMENT 16 GIVEN 13V•ACI31805 21.942; 2; 21.9.8.3; and 2148.5(a) PROVIDED THAT c 1. (L hp;)1(6608, ) for:ACI 21,9:8.2'0* Or fo 4.0.2 te' •forACl 21.983 apply (Sattfeciaty) whit° 4 = 35 in. (dlstanco from the extreme compression fiber to neutral cods at Pc, & M4 toads. ) 8u • 2.4 In ( design dbpfacomcnt. assume 0.0071,, es;a conservative Short cut,• sea'ACl 318-08.21.9.8.2x. ) fo • (Po 1. A) + •(CA„ y/ I) • 0483 kel. One maztmam ex3reme'Cher coetpie .SRvd.atrox: a3 P„ & Mu bade.) y • 180 fn. (dl lento from the oritromc corripti9sion fiber to neutral szis at P,; &.Mu foaild. ) A. -2711 in'. (area of ttanformcd section. ) 1 = 29275730 In °. ( Moment of Inorth of trentfomied section, ) Or the lon Uudinal relnforcamontraUo at the Brats end = 0:010 > 4001 fy (Udsatfsfactory) HENGts SPECIAL RO.UNDARY ZONE OETA11UNG 1t1QUIRED This hoitndarygtenwnitangth n MAX{c- :0,1L,05 )= 17.52 fn, (AC1.318- 0921.0.6:4) The nWdmu'm hoop illicitly = MIN[ 130 , 6da; 0 ; 44(f4 -h I3) = 8 InAA. (ACI 318-08 21:6.4.2'& 21.9.S.6a A,,b,eta =(0.09s:sof )lfrh = NIA in'. AEh..► _(O.096•hele')ff • NIA 1n2. EN ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 Woommar Avs.N. E., DM, &Ann, WA 98115 (206) 5254560 FAX (206) 522-6698 PROJECT if j 30 4 0 /. PROJECT gala j00 6.4;77414 14,771-1 44,94 DATF Stem' it Op to 5141itct if 0 3 t.-.) C/Lo) 0;A 0.133 (e.2.) g 2b, 0/M 2 C a (2. ÷ • & 0:1 -Z 8 mu /579 Pc 14Y 7)(60(9) '7 11-r tcr 0.41/4:0 . 4- 3,3 AL -gie/o g.Alaciiili!sla Ito, /5,4 3_2. eft. 44,4- 0 9.0 zi 6-64 2 K44.4)1. 404 E St-M.1E6r ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINFJWS 636,9 WOtintitvis AVE, N. R., 005, SEATT114 WA 981-15 (206) 523-4560 VAX (206) 522-6698 c.C1G64./..4 0621Ajet2t: DATH g 4.4 -kt- 7., t- SHEKT •e57..,i 43141 -4- Dv ,i0/44, 12L r?OoF re/L. XI/ 6,q) FY6 .3 (.is) jot 34_46 4ft fi'b A 13,13.4 - 1-11 -4. /eeta, ?-72/41:1,re,. erg_ lk 1- 70 I&3 &c)6) 2 rtt , 13 • _ o 2' A2.04qa.r a id.. P &z,34 SyaGo eta* 53-- tits- , C- .112,9-e-4-1-••• ‘a #4 DWLS. @ 24"oc `pi 2*-43" \ HOLD 1 C P.C. PANEL PER ELEVATIONS v2c. es- " G. 4 fl'-R» w/--N 0!-0" td.s IkS4 teN.N SLAB ON GRADE Isc) (4, PER FDN. PLAN x 3 x 1/4. x- 2-#5 x 2'-O" V FINISHED GRADE PER ARCH. • 9 ._.• PER PLAN) 11.4144,4 • SW • /1/ ••■•■■•76. • :1', as, I = a 1.0 I 4 .•4' t ...... ....; .„. .•... .Ce 0 in = 1 NOTE MINIMUM CONT. FTG. WIDTH TO BE 3'-O" VAPOR BAk2RIER. PER SOILS, ENGR.-j 0 4, 'f•V — COVER w/ 3» CONC. OVER STL 'WELD ft 3./8' x '6 #5 CONT. C5, TOP .& 3 BOT.)' IE. / x 1 '-0" w/ x 0 ,..51 W.H.S. 6"GA. • •!:;4 . , • -4. •Fr ; • • • .4 EQ. v.; PER. PLAN EQ. A 34 CONT SOLID NON.-SHRINK GROUT [ NOTE LOCATE EMBEDS ;CO 6*-0"oc 84. @ 1'-0" FROM PANEL ENDS. , Ewngas NORTHWES T, INC., P.S. — STRUCTURAL ENGINERRS 6869 WOOVLAWN NM.. 8205, Swine, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT 93d V OI9 PROJECT .5t1/1 fra 9 00 ,5661(.6- runt 2 —/6 —/ St11111:Cr hittfriar L rde)Z 'm . 09/ ,_S SnEET OF 1/t1f BY OM OrM oleo- /39 4. — / (2)($01, /4 sief O( ifkit.hkert P a *L(30) .f" e r inietit 2 ;(3)-(•3 0- 2 ( 0,10 6 e" r. /. 9 4 1, c) I)" ere, et 3O'—O" 30'-0' 111 .0. .1 • rIV Pt r rr, • ,, r 0, • 0.— 3G0 1— 4 #5 CHORD k STEEL /1\10-12,-93 &oct r- 4 #5 CHORD STEEL \r;•""*I' 1281 e: E. r4r-e/02. 04e/4-2.. -• •••-•••••• • • ••• • • • •• 1••••••• ..... • • ...or. • •••• ,,,, • RE1 F PE ■ 70 2 -(04. 1 59. lorr•rrorr.r•r, EN ENGINEERS NORTHWEST, INC., P.S. •--0 STRUCTURAL DICINEEitg 6869 WoomAwN Ave, N IL 0205, SILATILE, WA 98115 (206) 525-7560 FAx (206) 522-4698 PamEcr# :9.30ity 01 PROJECT J. .9 CO SmAy‘ham gLiip DATE 2 -/S Sucer le- bit able B 01('' ' SUBJJ-tr our f #4 I ROMkS rxgrhviA's rat 3 We',ej 1?.S 0.t24 1/1/ .Wii� tiv ?d17». 1- I C jf....24,03,e6t 1/ A if f /2,Z 1- V) 2 101/0 eLf 6K.3.)a• :6)6 °)(2 2.5.)% 410 2 05-94 qsAJ- 40. 3.)_ 1) itti. :* mfi • ,j33 7,1 .) eva y eiok edwrIeot -1 .S:: :b. /2 /%4W Vi;ter 1 r s;to to,on ricbedv, 4002-K10,-1- • • r••■ • •••• / 6 A 62gr 0 4- 04 • e .12"e I 44.ge 7 /2" vkari 1_071,5 4,a4r Cod .4 o., qi. 741' 2 5b7 - - & Is a...c it. ,o9 160 Y #9, 0. 13-1 .4 gmakt.,- .51 6g; :7-Sso Ili°41- (ztir)(1.9.1 Jrt 70-17.7-0 1"t J' ott ri 2. 6. t) , 01, "jf/. . a..n' '11500 SUIot Address: 'Phalli I Fine. - - E4italb Engineers Norlhimast Inc., PS OMI Speoillors comrnonts: Pao: PAqicit Stili•Project 1 Pos. No.: =wad opening auppIlmontal bbitom chard support *data 1. Input data Anchar typo and diameter: Effeithio Oniberlment depth; Material: Evaluallon SatvIco Report.; :Issued I Valid; Robb Stand•oft '41%1E1121ton: Ailch0:1310ti; thOfila base matofFl; liclairternant -Selerniotoads C,13. U. or P); Mr/lid:tag --AS 30k SIB (4) hd daban 4.750 D. .A101304 'ESR 1017 5/112011 11/1/2013 design method AI MO AC 103 a &Oa (no itand:Of1) 0.500 x 1= 20.000 x14.000 x0500 M. (Recommended plate dkIckness: not calculated) no profilo cracked concratO V =3000 Osi; h 7.2501n, tekton:CandNon Iiithisr. condition 13; no supplonvntal sprang reinforcement Orefield eft...reinforcement. nano or r 14o.4 bar PROM Anchor 2.2.4 1 Sogalo Retail Cantor PC Pane opng. =N2012 .• •`• •-••••41:-••:■•••••,,•44; `"“ ...4.t•N • ' ft Oedinetry (inj a LOadIng.114, in.491 no !Out anto 3,33 risiga b3 cfceitti foitigAcians4bial Ufa cq...113 candianna ana for:Ousibil#Y1 PROM Ancrigt(eikOk2CO3.1KM AO, 1:J;9414 *than. HMI tegila TriortMaior SO Ap. gicr.ann ,+,,..v. htltLus PROFIS Anchor 22.4 Company; EngInoors North4 pest Inc., Pe Page; 2 Specifier D141. Project: Sogato Retail Center Address: Sub - Project 1 Pos. No.: PC Panel opng. sup. Piton 1 Fax: -1- Date: 2/24/2012 2. Lead caselResulting'anchor forces Load case (gove iting): Anchorreactions ttb) Tc n §ion force:.( +Teoaten, -Comproaalon) Anchor Tc_ naion force Shear force Shear force x Shear forco y 1 0 0000 0 :saoo — mat. ooncrgte compresslvo strain OR 0.00 max. cJvC etc,00mpresstve e.re s ;psi: 0 featilting tension forte In QkfyN (0:000/0.000) (IbJ: 0 mauling oompt "" on force In (x!y)qofp) (Ibj:.O 3. Tension load Proof Load it, oil Capacity ¢tae 011 UtIlisaffon jl„ j %j r, N„,/¢N, Status -Stocl Strength' N/A WA NIA NIA Pullout Strength' N/A N/A NIA NIA Concieto Weakest Strength" NIA N/A N/A NIA • anchor•havirrg.the highoat loading ••ancher•group (anchors to tendon) 4. Shear toad Proof Load V. jib/ Capacity OV, Ilbj Utilization p„ Oil = V"j*Va Status. 74Siaal.Stiongth• 6000 6417 04 OK • Stee/failtriofwlthlevar rimy NIA NIA NIA N/A Pfyout Strength "' 6000 10429 58 OK Concrete edge failurtiln drodtion" NIA NIA NIA NIA 'anchor having the highest toading "anchor group, (rclovant anchors) Ir a3 dataAn0rareria itusi chected riiaiiiiir ilvt0ce ;ihilieo ctorneroiforousibial! Meals AncItc 4cj2d03241:9 Hal AO, H- 944.0ch nt tun t3aItg' rrdTmdtmsmanssArA .8ttuan vowittint.us ..P111.043PY: Spica ler: Address: PliOne 1 FOE E-Mail: Steel Strength Equations 1/4,, ESR Vatua Vs&a Engineers Northwest Inc.: PS DML • rotor to ICC-ES ESR 1917 . ACI 318-08 Eq. (13-1) Variable; n Acoir Ull-11 faa [F1sq 1 016 115000 Calcittatioos VA.' tthl 0872 Results ________ vaa Ilbi Yin PI. P12 0650 8417 6000 Piyout Strength (Concrete Breakout Strength controls) Equations (07'7) tilztus tiro nrwit461 3180 Eq- (9-30 Vco V,, AC1318,05 Eq. (O-1) Ala see' ACI 318.08, Port R0.13.2.1(b) Arks .i'.6 11.t ACI 318-08 Eq. (0-6) 4 tv.,.co _ F„ty1.0 ACI 3113708 Eq. (D-9) 1 3 he yew 0.7 + 0,3 ( 1.0 1. . 1.5 AC131 &go Eq. (0-11) 1. a 04 -I:5M 1.0 cad. 'Czn AC I 318-08 Eq. (13-13) No =10.4:11V 318-On PROF1S Anchor 2.2A Page: 3 Project: &gate Riau Conte r Sub-Project 1 Pos. No.: P.C.Panel cone. sup. Data: 2124/2012 hat ilf)3 • 0cii UTLI .oion opp.1, taD On4 4.000 01060. 0.000 1.000 17 C 1 3Q00 Calculations Arre Vil-'2.1 /keit I16-1 ereaut Werati ilkstul WM NI, Obl 144.00 144.00 1.000 1.000 1.000 1.000 7449 Results y112) 6..4,62 *m(Ib) VJbJ 14898 0.700 10428 9000 fe:Stft IVA be cheiScd for aiieinentrilhihe exisesta cenailora ,FlegallAi PROiiilAnateil 0) 206321;00 NW AG. FL-aptOcinan 11;114 a rcehTed Ack get=324 tw,wJi Ui-U Compaq: Sparillicr. Address: Phone 1 Far. E-Meit Enginoars NodtlidOSt Inc:, PS OML PROFIS Anchor 2.2.4 Page: 4 Pe:48Ct: Segela Rctan Center Sub - Project 1 Pos. No.: PC Panel apng. sup. Oats: 2/2412012 6Akiarnings e Condition A applies when supplementary roinforcoment is usod. Tho 0 factor Is Increased for .non -steel ['aegis Strengths excopt Pullout Strength end .Pryotit strength. Condition O appltss whcn'supplaniontary reinro:dement fs not dsod and for Pullout. Strength and Piyout Strength. Refer to AC1318 Putt Q 4Atc }, • Reter to the'riianufaeturefs product'1'tteraturo for cleaning and insiaitntlon lnstrucUon:t. • Chec$di g the trensfor,of Io'ads Into the base material ond,tho shear resistattco are requlred In accdrdanto.wllh AC1318 or tho rolevant otandardl r fho anctur plate Is assunied to be attiltdcntly slid In order to bo not deformed vlhon subjected to.tho actions! Fastening meets the design criterial ryti o:O and aura ttsi ±ttcd,edcadtctigaeutttatwVi1ha brinaconedcp1anotgfo,st*Tait Pit:As ea rf c 1.2➢c - 20estes1 , ruosm sc ah :inn b gbatrair1r, inmliolIOra A0. adman Di untAv.hIlti.us eftiniPartY: Spot Wen 44dre: Rich. 1 For. Erighidets Northnust Ino.,.F3 CUL -1• 6. installation data AtithOr plate; stool: - Prato: no prordo Hato iliametet hi Ova Num d, 0,688 in. Pais 54icit (input): 0.500 in. Recommended plato`thicknesst not enIculated Coontinates Anctioi Ohl Anchor 1 .0.000 0.000 10.0006 10.0000 PROM Anchor 2.2.4 Ft1ge: Prof Stib-Ptoject (Pos. No.: 5 Stigato Retail Cantor PC Panel opng. sup. 2/2412012 .Anchor tyPO end cream:ton M.& Bolt TZ - SS 304, di8 (4) Instatlation'torque: 720.001 In--lb ROI° dlamtger In tho tette roAertat 0.525 In. Hold depth 1» 016.bele mato* 4350In. Alfninutni thleknits of the. base materIcl: 0.000In, 0,, Vold Ott sted um 619 mist txt ettpcked turitlirotnactgitah LItet• ettstiv cond*s ont.! fat FikCnAAnchort ) ;17034609 16/AR-0404 tal.4' ttOth ta r-4;tittl•d11044tnirit dyad ha Scheatt • to 8 0 0 8 0 www.hliti.us Contpony: OPediner: Address: Phone 1 Fax: tzMiL Engineers florthiest kW, FS L • 1 - Page; Project: Sub;Preject 1 Pos. No.: Date: PROM Anchor 2.2.4 6 Segal° Retail Center PC Panel opts. sup. 2/24/202' 7. Remark; Your Cooperation Detica • Any and sti hifortration and data contained in thie Software concern solely the use of Hill products end ore based on the principles, formulas and -sochriti utguttffons, n accordance v'dttb Ors technical dIrectIons and opttating, !wining and gissetablyinaruitions, eta., that must bo erocux cornp,hed !With by the u4Or JI ha:woo contairscCI therein aro. aye rage saUres.;and thercroro u?rt speciflo testa are to bo conducted toter' to using tho relevant Hilti product.. The results 9,f tho calcsfations carried out by means of the Software era based eteentlally an the data you pirtin. Therefore, yoii boarthe sole reaponsibillY for the akaanCe of eirelo, the.Combleteriossand the •rolevence ot tho date,to be.etalli by you Moradver, you 13**46-reltrienS11/11dIrfaihriVino the results of the calculation choked andeleated by an OsPert, partictiferly with retuud to Cornpffarae • oppitcable nerins and neuritis, prier tb.usIng.thamlot your Saec.ittc facihty TheiSeltokare serVisi:only es en aid to Interpret norms' arid poi/nits +.413bcitrt any go rant:G6 es to �orthtnoo and the relevance of the results or stiitablilly for ri spe4ific application. 9 You must take alh necessary and reasonable steps to preyerd or lint dernagecaused trar the Software. . part1cUlar, yeti inust ertangefor the rogUlat•tiackup of programs-and 01112.4n0; if sopheable, Carry Out the .updatcia Of the Statwa re Offered by 111111 on a 'modal' basis: tf you do. not use tho.AutoUpOe function of the Software i you must ensure that you are using tho Current a`nd thus opibiidato version of the SoftWare hiea.ch case by carrYlng out maiflial *fates via the Hi* Web:Site. • Hill114111 not be liable for coniequanCos, such as tho recovery af lodt or damagod data or proirains; arising frOm a culpable breach of duty by•yeu. fq.or Usti ens re:bur:on e•Wied efAx,ill:r.difigi,) crwilo cf.sitgr*PnrokuP0An?"11 PROPig4rOvi( )laal:.2ero ualoy3.14.4444 wn 1.*a rerP411.O1-1*.leitiri or I'dki AG, Winn ••■ f.itirtpany: Engineers Northwest inc. PS PlzoiffOr: OW. Address: Phone I Fax: - SlicdfOrst comianta: saw cut attetitbt kiplimontal bottom chord support detail ilnpnt data Anchor tyPe and diameter: tillective embodnicrit depth: fulatetial: Evaltistion,0arviee Report: tssucd !Valid: Proof: dlant,i-Off iflstaIInUo Anchor plate: Profile Blisa 11141atial.; Relinfostemenk Seismic loads (oat C. 0. E, or F): 141TiRE. 80040 +HAS 87, 54 heot, =,3.315.1n. (hop-A = 5:00 in) .48:IM A 153 dradet 87 E8R 2322 4112010 4i1n0t2 .detinn meth�d ACI 318 1AC308 on t' 04001A- (nn t=0,500 in, tt.x 1,1 t a 20.060 x 12.000 x 0.03 ki.:(RecOmmended plate thickness: not salettlatett) no pnifilo &ached concrete 3000,V=.3000 h =7.250 in., Temp. sitortionW3213211: hamar glritlad hole, Mslalfation condtion: thy tendon: coridaion 8 shiter: condition 8: no sUpplementni Spatting reinforcement prosent edge thintorternest nono or < No: 4 bar trto POO: Project 00-projecti tios. No.: PROMS Anchor 2.2A 1 Sogaio Retail Center P0:Panal o"png.. sup. 2124,2012 Geometry [In.1.& Loading (ft, In-lb] ,tr."7-=iggelM#1.3 . . . tuput Oats sad vans must tss cteckel SW.IFICtityith th6 eXIS*CithltiOrls antl[or Ostia:4143 iN3OrtttRapbar(c):0111111A9.$4404 $I sap . I iitt azis..M.:1TradeciwitotHili:401.11chau6 wwW.i iltLUS Cornpanyt SpocWen Address: Poona 1 Fax 'C- tatailc Engineers Northir est tnc., PS OML 2. Load casolResuiting anchor forcos Load coso, (Qovernirig): Anchor.reacxtona (lb] Tenston fopeo:. ( +1on lon, - Coinpresslon) Anchor Yonrion force Shear force Sheer force x Shear force .y 1 0 8000 0 8000 max. concrete oornpresadre:otrain pH: 0.00 max.'concrete compressive stre,is fpsil; 0 resulting tension force in (x/i)= (U:0001OA00) 1114 0 ras011n0-bompi lon force to 00.0 -'0W0) (114 0 PROFIS Anchor 2.2.4 Page: 2 Project: Scgalo Betel, Cantor Sub- Project I Poo. No.: PC Panot opng. Sup. otde: 2/2412012 3. Tenslon Toad Proof Load N, pb) Capacity QN,, OW Utilization p,; (0.61= NA N. Status Staol Strength' N/A WA NIA NIA t:;ond 04040 1" NIA NIA .NIA WA Concrete Breakout Strength " NIA WA NIA NIA • anchor havirig'the highoet Loading anchor gratin (anthers in tenelon) 4. Shear load proof Load V„ obi •CepacII bVa PI Utilization pg t%) a V, jjV, Status Steel Strength' '8000 11017 73 OK Steel tale (t'rifh lever eon)* WA N/A NIA NIA Ptyout stroingth•• 8000 8083 • :90 OK Concrete edge Ware to dlroct1pn•' WA N/A N/A NIA • arudhor havhig tho:htghest loading "anehor group (relevant anchors) trpwtdaTA MUSttatctrdkCdrru{r tahterj1ts211T Or? exkt9V0:M4 0 T4rdraptau3thnj1 FRra- ISNttlXn e17CV1101411a A17.11,41144Schaors Han beTCpL'tcreilTrleleirIc# ACi,S[ 2n www.hilti.us Carnecny: Address: Phone 1 Fax: Steel Strength Equations VG3 a (n 0.8 A.,,y tz,) .6V■oa Vim Vaiiables n 1 Cateitlq.tiotts Vb 16050 Results lib] 16650 Engineers Noatinvestino., PS DML thl-1 0.23 0.650 rater-to ICC.E3 E.SR 2322 ACI 518-08 Eq. (13-1) to.1 [PM (19-9 AtT.vita) Taw 16950 6 Vjb l Vva 11017 8000 Pr*out Strength (Concrete Breakout Strength controls) Equations `'./e1V [(AT) 04J 1 YDS tiroil ND] Vci, yu, oo ACI 31845, Part 0,52.1, Flg. Arcs 914 1 LI( 1 0 =.0.1 + 03 (..1411-1) 1.0 .5aa MAX(1r,lti--140 u'ko, ■fr; Variables 2 ham) 3-35 to rot) 1 3000 calculations &tic PI tovia- 102.52 Results ‚4t1)1 Oztaiti 11547 .0.700 ACI 318-08 Ecj. (0-30) ACI 318-118 Eck(D-1) RD:5.2.1(b) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) AC! 318-68 F.q. (0-11) ACI 118-08 Eq.,(13-13) ACI 318-08 q:(D-7) can Pri-1 0-999 ItreAc 10o0 4i'4 litil .8083 0.000 grad2111 1.000 M. Ubl 6000 !No 1.000 tr9.1,60 403 ant,6. ontratedarcked faleeteemetn;hfirticoaraite cFcrirutto et* ror p;c:tont PreaRsanchorscirmaocsK:t1A0..1.1*4dch3dn 10 secienic4 irztkozokif I Ii15 AG; Schuh P44go: Raga: Sub-Prqect 1 Oslo: PROFIS Anchor 2.2.4 3 Segall) Retail Center PC Panel opng. sup: 7424r201i qku 1.000 1447/4 1.000 ft 014 6773 60416n* Spatter: Address: phone I Fax: E-Stleit Erighisere Nortigkiesf inc., PS DIAL • I - PROFIS Anchor 2,2.4 Page: 4 Project: Segal° Retail Center Sub•Projcct 1 Pos. No.: PC Panel opng. sup.: Date: 2124012- 5. Wiatrililtig • Condition A appUes when supplementary reinforcement is used. The .factor is Increased Or non-tthsei Design Strengths except Pullout Strength end Pryout strength. COndittan'Dapplits when supplementary minforCeinent is net used and for Ptilleut Strength and Pritatit Strength. Refer to D;440. • 0,00;01Sb-el:right' of sithestee anchor systems are Influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given In the EtrahiritiOn Seriithe firiportfrii' cleantn9 ancl Insathtion instructions • Tlie'preierd'YerSIOn Of the sOtiiakikies not account for adhindins noehor special design proirfsloris corresponding to overhead applications; Refer to the 10C-ES 6Atiniticin Smite Report (o.g. section 41.1„ or the 1e0,ESit 234) for &tads. •,Ctiectdriij tho.tiensfer of loadiiritothe base and shear reiteloticoit0 required In neg.:intent* ath ACK111 fi or the'mleirant standard! • the 'anchor plateUat;Suirestf to 1) eidnOtontlij Stiff 16 order hi be iVL defended When subjected to Uto halo:131 Fastening meets the design criteria! rep/eilaird rcioh anial be diedcedrotegteetnerawritrearAh9 nanditibm end izei*IiitibIly1 144(31-1S-Attebot (4)2o0A-2009 Mt AO, H.-644f0v4n gal Is Ittaleed mtiymiks# 'or map. sthson www.hilhLua Company: Speedier: Addrosb: Phone I Pax: Engineers Northwest Inc„ PS OML B. iniinliEgion data Anchor steal:- Profile: itoproWe Hate diameter in the Mum: d, 0.61313 in, 063,113:if15k, (InPut): 4.5ao RecoMinendid plate4hiaknoss: net datealated Contdinideri Metter tin.] Anchor x y .0.000 4000 - " PROFS Anchor 2.2.4 c.i 4, cay Page: Prigo.et: Sub-Projec t t Pos.. No- Date 5 Segal& Retail Center PC Panel °Ong. sup. 212412012 Anchor tYpe and diameter; HIT-RE 500-31) • HAS 17.5!8 tristallition waive: 716.000 in.-lb Hole diameter in tnabaso:qtaterial: 0,760 In, Hera depth in filo hoed Material: 3.375 In MktIniith,Ui1knss of the base` materiel:Y.4:875 in. 8 co ' 10_0000 fig( sOceLsor../to ctr.-4..rd for maracce;en1 ton ao 04;4 oiestenieno brpubOEt1 .1441034140xif ( OW:WM 09 MUM. soon' ma 19 cescocce Cracbnsarlt cf Ack &ha= wwwiilftLus Com,peny: .SpoclItor. Addreso: E-MaO: Rena I Fax: Enginocis Northwest Inc.; PS DML Pogo: ProfeCh tub.Projact I Pos. No.: PROM Anchor 2.24 0 Scuttle Retail Center PG Panel opng. sup. 212412012 T. Remarks; Your Cooparation Duties • 4ir, and ad trterination.and data contained In the SoftVeare conaern-soloty the use of HIM products and are based on UM princtplas, formulas end &airily m91;1065'61 accdidance with HOtrs teChnicaldlroctIons and operating mounting and assoinblilestructione, etc., that must be.etricdy. coMptiod,lifilh by tho usu P31 figures contAtned theralmare aVerge figures. and,thatokire ttelelieitilletaittera Iota canduayidiirlot*usientha retovant HilLl product. The rcieutta of tho.tafctilations cantad out by *arts ONO •qell.:Vere ere based ristandally on tho data you pat in 'Thareforen..yOu bear the'sote respcnsrbiiityforthc absence Or errors. dio comptstancss*and the relevance of the ,data to bo:put In by you Moreover, you hear sole responstblilly.for having the reauttoltho cahxdation.cheeked end ;feared by.arie*pelt prllcutary With regard to comp1bncoith ;applicable norms and oarrrigeprior to ustrig.themier yourspricifcc faciUty. The SCfb:sue serves only tts.an'aldto.intorprot norm ncl.perinits. ivithaut any guarantee' Oa tothe'abainco of.croirs, the correctness and fire retcvanco.of the-results or culpability ter a spocillo•pplicatkIn. • You must take all necessary and rOsonable . stair to Proiiantor final damage caused by NW •Seft*C In gattiCtitar. you Musterrange tor tho tirsci.4 Ot PiOitafrio and daka "and, iraPPficitata, carry Out the updates eithe SOthi.Ute deed by Hitil ea a ratalitai besis:11 you do not Me theAut4iiiiiiie.furt'CUitil Of ihesoftwaioiyotriatiat enistrithat you aro using die current and thus up-to,-date version of tho Oath:arc In each case by carrying out manual updates Ua thO HfliI Wobalte HiW will net bo Dobta faeCOrtiegireticea. such as the idetniery of teat or damaged ilita or '1310,40aitWoriting from a Culpable breath of dalie by you. taceracx azyl revu.Th) mat tecekto tat ogrzwicsdvaIlbai:20-44# anstioM far Flatitia031 PAOrt niithor(c )00112aP9 nth r.1.44.4 Schan .4.1db iicir..2411sItittilamatkot Kit AG. &Man •.f I —3" 0 .1 r—. n3' REINF. PER cb \-1 11041 D ° -...\ 9 8: 30'-40" 1" .1 0 r, • 1'-3" 1 3" ffl 6 ft: 1:1 2.7 A ..k .' ,'"-• P - Lib 1 ...,,,,...4.,. 0 e-ko. 1 EN ENGINEERS NORTHWEST, INC., P.S. S'YRUCTURAL ENGINEERS pimar# .9.3oitfay SOJECT FRomar • 6869 WO DLAWN Ave. N. E., 0205, SEATTLE, WA 98115 (206)525-7560 Fax (206) 5224698 e1r (e 6//fgWASI•et-Mi . DATE 2 - 4 et SHEET OF e•tm. 13y Q jii 0)0 (feotir Aye (-.4. 213) 3 24 D4 V3) • .360 1-t, F 5feJTAA) (02) 7-44 koo , n)3 ,pro " 2 A-- 2" /leo c. OT 0, A4rAts- 4.449 iz . par our 5t6 s..stoj ?le'''. o..4 3df, k egt r) 2 eff kip t-tt" JOB # ENGINEERS-NORTHWEST INC. PS. 0869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 08115 SHEET CO 00°411/ Rev. 6/25104 FiriniortiotErnineers Northwest, inc.:, Sentile - „Use others unlawful JOB NAME :- 9304401E000 • DESIGN of Square Tube Steel (HSS) Strong backs @ new wall ofienings, etc. WALL STRONG BACK LOCATION:-E1.2.26 X 10 FT OPENINGS HSS TOP I* 26.87 ft. ROOF ( WaIl support ht ) WALL HSS: STRONGBACK OPENING Conn. must occur between latt-ohn. Aloe top of door & floor. (60'!.e/c max.) 29.00 Trial Sq. HSS .sz�•= 1 Piktnanto IRFitOt= S pkoyingo Sarati= DEFLECTION ALLOWABLE DEFL.(1211/150),--- LaaM111.11111 ' 701 • in.' 67.48 0,4 17.7 in? 8.92 in? 1.88 in. 2.32 In. Duration factor wind load seismic load lateral design !bad = T=Ccs TC= mTUEIE 4005 3002 25545 :30018 strength Oaf psf (corm.jtistabove door) (tOpCOnnection) (IN WALI. HEIGHT "H" ) #-ft T 'a 409. V gx.= 3574 co** TS OASti whit • . WALL WITH HSS 8X8X1I4 .STRONG BACK IS OK FOR LATERAL LOAD SHOWN, HSS'8X8X114 Weighs 2,5.020 StrOngback Pagel 2/14/2012 STRBACKI ENGINEERS-NORTHWEST INC. P.S. SHEET 1 OFfiLiti 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 6125/04 SEATTLE, WA. 98115 ****" Property.of Engineers Northwest, tue., seat:tie - Uso by others unlawful * **** JOB # 9304401000 JOB NAME :- SEGALE RETAIL CENTER TI 5111: - DESIGN of Square tube Steel (HSS) Strong backsa new wall openings, etc. WALL STRONG BACK LOCATION:- Input volts WALL HSS. STRONGRACK OPENING Conn. must Occur between 1st. corin. 24.26 X-10 FT OPENINGS • . . HSS TOP 26.67 tr ROOF ( Wall support ht. ) yr 11:4:= 1. = a IL ft 10.00 '•, above top of dear floor (60N o!c max.) Trial Sq. HSS size I PROVIDED IS IREtat= 6 PROVIDED= SREO'D.= ACTUAL DEFLEOTION ALLOWABLE DEFL(12H/150) rz. Duration faator wind load e seisinlo load lateral design load T=C= T=C= ivilEXIST= OWE strength psf psf pSf '# (Conn.just above -door) # (top. connoctlon) .( IN WALL HEIGHT 1.11 #-ft 1--Y1,140 -86.6 ir 80.10 in:I 21.4 in? 13.22 ftLS 2.31 frL 2.32 In. 6087 4447 37.845 44471 logtiggl • tavvAuxgrins5: Ts BASE OWN. WALL WITH HSS 8X8X5 6 STRONG BACK 1 TERAL LOAD 5 HSS 8X8X5116 weighs 31.64 plf OW Strongback Pagel I1/L- 0,p) goy. Akidrz.s 0(A(2, 414 t' 13 2 2/15/2012 STRBACKI Nnive.h101.us Co 1.;Peeifier: .Address: Piorie I Fen'. ENGINEERS NORTWASST INC., PS [ROIL - 1 • Specifier's comments: Streripbeck anchore 1..Input data AnhorfyPe and dletneter: Eiteepie?indiednietit depth: Mitteriak Evolue6pn SeniteO Fteporl:: Lieited I Valid: Stand-off InstatIldion: AnClior.010te: Petro easelnetodol; Winitetion Reinforterrient: SeritIc Itbade (cet:C, n, E, oip): on*.fte 600-SD 4. HAS,112 .(250 In.) ASTM t 6681■4 Cisen EaR41; V1/20101411/2012 design method AC s1018/ /008 oi,?gt 0:000 in..* tiand-OtrXt a 0.500 in. Lxt�4000X14.0O0XQ.5O0htROcOmmefld8d plate. thlcime ss: net cztIceratedi floprolllo tricked,cOncrete . 3000,1.' =3000, pith 05.500 In., Temp. shortitong: 32/32T rruner-drOted halo, tifstaillition Condition :dry tension: condition 6, sheet: Condition 6; no supplemental spatting releforcereeM present edge rethierci3mint: none < No.4 bar no PROF1S Anchor 2.2.4 Page: Project: Sub•Prolect 1 Pos. No-: pa* 1 Coerce ,‘ out of plane .typical waO uflthor 211712012 Gooinetry 014 & Loading 0b, InAbj •.mcitm,00 144 data errl testet3 eNsiba:chttke.c1 fprOgatettrantwrAtTire rtgopnittan; ancl Ft:03:ettyil •PRORSArchot6)2t41•70119iriliepl:17041=44.3a 1001 liatrentiti tilCIAttieriaan • yniw.hitU:us :Company: Spgc8lsr: Address: Phono t Fa: E-t.7sll: ENGINEERS NORTHWEST INC., PS OML -i- (yy(/sjy PROFIS Anchor 2.2.4 2 Project; gotta,- out of piano Sub - Project 1 Pos. No.: typical wall anchor Date: 21171.2012 2. Load case/Resulting anchor iorcns Load case .(governing): Anchorres016ns'(I4. Tension force (•Tcisn, = Ccmprc$n) Anchor Tension form Shear force Shear force x Shear torts y 2 1 43.3..4 0 0 0 ^y 1 4334 0 0 0 rnax..•concrcto von pressive strain (`i)o1: 0.00 Ten,ltan max..00nfaete,contpresgitre stro s jpaa:0 at > rosotting tansso0 force In (,dy)=(0.000.0;000) [lb): 8659 x resulting ci nmprossion fotco In (xty)" (010) Uhl 0 3. Tension ioad Profit Lead N,.1371 Capacity ,}N, [i6) UIi64atioe IL iii a N.1414, Status. Steal Strength* 4334 6689 65 OK Bond Strength' E 8688 8703 100 OK Conireto Breakout Strength " 8668 9727 89 OK ■ arichoi haylnS the hifhcst loading ' andtor group (anchors In tension) Steel.Slrennth Equations Ny =: ESR value :0 Muria N,,. refer to,ICC -ES ESR 2322 ACI318.OS Eq. (D.i) Variables 1,03101 0.14 72500 Calculations N 3[b 10260 Results [Ibl _ , _ e! [ibl N. [Ibi 10280 0.650 6689 4334 Iriprddzaand ebeata tor arcca+ cnl4tSQt e: 0tit4aP.1xCon+.Fnilfolptlll3lrA1 OiiaFlS Major( 02:DJ:2C0$ *S. F11504. a.ciOn Ill[111,eta c' red Tr, caim*rd Kitt Aarasaa 9/poi Company: Bps; Map 4:artless; Phone 1 Fax: ENGINEERS NORTHWEST INC., PS DML Bond SIrentlil EquattOrii Nsn = ei) Veitits takfp f!laD Nau see 1cC40 pi,c308, Pail 13.5.33 istbs =.4ica szto, = 20d ..154713 6 3 hel ca;u3 Wein tesnto 4 [ (19T • (1 • tyinzid 1.0 sou 11)12 %1 [65 -1) 1.11 ) 1.0 a 26— f reinagp• d • r q N� Ivo m/.94,040.,1.26C.C_Ur:a s 1.0 = Ilt.e • Mei n de. he ViriabloS T� 111.4 d-aavx flj 2235 0.600 3000 0:000 Calculations sar42 gni ca-Ao 12.415' 6.208 xpkt_ma__ 1.000 Reisults N 13390 tlt:Skrist 1.000 0b6,,s 0)3.50 Paso: Project 'Sub-Project I Poo- No.: 13ato: ICC-ES AC308 Eq. (0-16b) A.CI S18.08 (0-1) ICC-ES AC308 Eq. (13-19o) ICC-ES AC308 Eq. (6.151:8 ICC-ES AC308 Eq. (0-160) ICC-ES AC308 Eq. (6-161n) ICC-ES AC308 Eq. (D-16g) Ica -s ,y;loa Eq. 1CC-ES AC308 Eq. (D-101) •(CC-ES AC308 Eq. (13-181) ICC-ES AC308 Eq. (0-16p) ICC-ES AC308 Eq. (6-161) 4.188 6.500 e;/.0 POI ,c.a 0.000 10,388 Am NO A:122 29031 154.14 tfpna No° PA 1.000 7071 4142,0 Obi tin Pi 0703 8668 savAtin-1 11,000 1.00 Wear, 1.000 triput 0404 =Oft oust to itOtkOO tOsOgroanOltkati ettitkii coostmo :matt FUtortitly! PiOrl;xioioi(o)2G034C0.t Ft-sass poem ta a regablIdd TIMM* Or min An, gcriar PROM Anchor 2.2.4 3. Caste° - out of plane typical wall anchor 211712°12 iciioritpt0 1213 1070 wino 1.069 *4, 17 %Oh 1.004 Company: PPOolikr- AddresO: Phdito I Fox: E-Mail: ENQINEER8NORTHVVE8T INC., P8 OML Corioiete Eltookoid Strength Equation!? Nes, q (-At) Itheip ttdJ1itj1 %tot A01318-08 Eq. (0-5) 0 Nkkelk t ACI 318-08 Eq. (0-1) Al ..i6o ACI 318-98. Part 0.52.1, Flo, RD.52.1(b) 1 ( ts =0/+13:3 (41-.-adt9 5 1.0 = mAytO,ILL4,. 1..812A s to I = It, i. \ft: K./5 Act 31808 Eq. (00) ACI 318-08 Eq. (0-9) ACI 31808 Eq: (0-11) .A0i 41800 Eq, (D-13) ACI 316-08 Eq. (0-7) Vortobtes hat PI PI ewe 1111,1 eval Gm) 4.168 0.000 0.000 6.500 3000 calculations 296.00 A.4,0 (11131 157.82 1.0120 1.000 Res titht Nebo UN 04fidee iltba 144n Ub) 14985 0.650 0727 8608 PROFIS Anchor 2.2.4 Pam: project: Sub-Project I Pos. Co.: Date: Calti 1.000 10.388 1.0120 1,:turi 51* ef:Jift,14;z. murite eistiod aglemutnt kilt)* tuntplo* kit tu iimmbalzol cejoantiti tbsia,f1.4494 8caI ardTCfUflJA& 02zr, 4 Costco - o ut plan° typlial v,all anchor 211712012 17 1.000 7070 ynwi.h1t1I.us Company: ENGINEERS NORTHWEST INC., Pt3 Spccirrar OML Phone I Fax: E•N1ali: PROFIS Anchor 2.2.4 Page: R Aact: Cato -out of piano Sub - Project I Pos. No.: typical well anchof Date: 211712012 4, Shear load Proof Load V=, (lb) • Capacity pV, (ib) Utilization pv (%J . VJpV, Status Steo.1`Strength' NIA 'NIA NIA N/A tree/ WOG (v1th ism* arm)' N/A NIA N/A NIA Pryout Strength" WA NIA NIA NIA .concrete edge "failure In direction" NIA NIA `NIA NIA ' ancRo► having the ititjheat loading "anchor group (relevant anchors) S. Warnings • COW :Wm A appliest hen supplementary reinforcement is used. The d► factor is increased ter.tton-Steel Design Strengths oxc0pt Pullout Strength end. Plyout:strcngthr„ Con'dliion B.applles'.rh"sn supplementary ;enforcement is not used and for.Pullout Strength and Pryot$t Strength• Rater to Olt 0, Part, OA 4(c). De • sign Strengths, of,edhoslve snch0rsysteins are influenced by the Cleaning method, Refer to the INSTRUCTIONS FOR USE given•tn the Evaluation Service Report for:cteairirig and installation instructions • The present version of the Software Odes not account for adheskve anchor. epeeist doslgn prov>rlohs correspondirip to overhead applications. Refer the9CC -E8 Evaluation Setvlce Reporrt (0.9. sectIoii 4:14'0 tho ICC -t SR 2322) for detailo. • Chacidng.the ttansforCI toed$ into the bass niiiti da1 and the` "&Hoar resistance aro'roqutred In accordance iv4th ACI318 or fho relevant standard! • Tilt: ant hot plate is its wined to be oufficiently:tiff in ordor.to.be. not deformed vAren subjcCted to the actions) Fastening meets the design criterial kiputtiatA is haul / Ovid heaeCIAA 91244419.074:F90S ensflor riail4latp Mt COS Anchortcf:2aAN000K raa.i $tstachr r His i0eVarbd Hill Scfteh wwohhIltl.us ceitiriany: ENGINEERS NORTHWEST INC., PS npe. COAL .A.ddress: Phone! Fox: 6. Installation data AnOhor 'plate. steal: Profflo:rto profile Hale ineterin tho fixture: di.= 0.563 in. Plato thieknoss (Input): 0.500 in. tic:commended plate thickness: not calculated Page: Proloct Sub-Project I Pos. Date: PROFIS Anchor 2.2.4 6 Costco - out of piano typlcal.wall anchor 211712012 Anchor type and diameter: HIT-RE 500-S0 + HAS. 112 • Instaation torquo 360.000 Not diameter In the' base metorlok 0.563 in. Hole .depth In the brass Matcridt 4J613 fn. Minimuin thickness �f tho hasp material:.5.438 in. Coordinates Anchor Pal Anchor x 1 0.000 ;6.501) 2 0.000 5.600 6.500 6.500 2.0000 2.0000. 20000 2.0000. cry c. VOA (bib tutircAtits tont be cltecktikinw asteement tint,e3iqac eitn;it,tians nisi. fix favrainyi PitOF13 Ancipt (c )-no*tea Hai 1114,14 sel.aa riot's *ea AG. Scans --) 1.trwvi.hittLus Company: Specifier Addreic Mien° Fax: ENGINEERS NORTHWEST INC.. ps DIAL -1 • PROFIS Anchor 2.2.4, Page: 7 Project: Costa* - out of plane Sub-Project 1 Pos. No.: typical Wall ti richer Date: 2,117/2012` 7. ROmarks: Your Cooperation Duties • Any end all Inforrnation and data Oritained in the Software concern sorely the use of Hiltrproducts end nro 'based on the prindples, formulas and seeditty regulations te accerdeince with tiftlitlechnIcal directions and operating, mounting and asteinblyinstnicticins, oto.; that must be.ittiollY tiornploti.vith by the mg. Aft :figures contained therein ate tiireiegeflguiti; aniftherefore use-specific tests 678 to be conducted prior to using the foleyant Hilil product. Tha restrItsiirthicatiUlaitIoni carried out by means of the Software ere based essentially on the data you put In tilnyotOre, you boar the 'sole responslbifilY.tor the absence et errors the completeness and Vic reel/Arida of the data to bo put In by.yeu..Mereover, you boar side rasnonsibtlity:forttatring the results Of the calculation _checked 'oci.iicdoci by on-eaPon. p Icurailyaith regard to compliance With applicable norms end Permits. Prior to Using theinfor your stikeelfic belay. The Software serves only as on aid to Interpret norms and permits Wield any:snarinteeat to tho absonce Gum, the correctness and the relevance Of tho.reSults dr Suitability fora apetifie eppifcatten. ■ You must :talc. eif mace:10aq and ressimabto Steps to pieVent or Unit damage Caused by the Seftwaro. In rticular , you must ;arrange for the regular backup apiegrnme and data and, 1pp5cabto ,verry out the updatee of the floitvare offcrcd by Hilti on a rem* basis. If 'You do not use iliciAutoupdato firction Of the Sofhproiyou must ensure that you aro using' the cuffentimd thus•up-to-daIe.virialen of the Software In ouch case by.catiying out manual nil:fah:1S *the HrItI WebSito. HMI wilt not bo (late fer Oentenuancoia, such as the recovery of lost or damaged data or progiaMt, Thing from a*Ctilikibtif Diesel) of duty by you, Au4.bitbacked, forAgrealitlicicakhigairsintissOfisar ptluzitiG0 : OGGAVAAilx3i( 0)2CO3.2000 !WAG; FL-G41.44 echian MAI big ragistased tiagitataG of Wait°, athaan CONCRETE WALL. DESIGN 2009 IBC ACI BeCtlan.10.10.3 Engineers Northwest 2/15/2012 9:4414 AM 6889 Woodlawn Ave NE Sheet Seattle. WA98115 Segal° Retell Center 206 525 7560 grid 1 panels with saw cut 12.25 opening - NI was mai Page 1 Materials Concrete 4,500 psi Reinforcing 60,000 psi Wall t = 7.26 in. w/ #5 ® in. oi @ centerline 0.5 in..Reveal Cover is 1.5 in. Outside Face .75 In. Inside Face Jamb 7.25 x:34..6 in. Pilaster 34.5 x 725 In. x 29 ft high yvl 4#6 Ea Face The pilaster steel Is the only reinfordng Considered. Above the pilaster the wall steel applies. Geometry Root- Elov =29 ft_ w/20 segments Left opening Is 1225 ft. )40 ft. W/ a 10 ft; Sill 'ht. Opening wt.. = 0 Vertical Loads Loads shown will tie Multiplied by the tributary width. ECceritddtleeste positive Inward & ineastnd from Inside face of Wall. . . . _ . Dead Live Wind Eccen. LI Type Ledger 0.36 Id OA Inf Old 2in. snow load Lateral Loading Wind Code Wind Inward 11:9 paf Outward r 102 psf at roof level WinitsOrid = 85 mph Wind oxpoaure is.B Importance factor la 1 E000a90 KO 1 n 1:0 Topo factor= 1 Mean Roof Hi. = 29 Code Seismic HOZ:fader =.0.346 W (strength) Vertical Factor = 6:173 W (strength) Ss '..1,3 I = 1.9 Site class type D Fa L--- 1 Seismic 1\16- tie r CO2009. BC ACItSSeec�0010 3 EngineersNorthwest 2/15/2012.9.44:14 AM 6869 Woddlawn,Ave NE Sheet Seattle; WA 98115 Segate Retail Center 208.525 7580 gdd'1 panels With saw cut 12,25 opening - NI YRdl 2009.1 ^ Page 2 Load Cases 1) 1.4D 2) 1.20 +1.611 +0.511 +0.5ts +1.6H 3) 1:2D +06Lf +1.61r +1:6Ls +0.8W) 4) 1:20 +0.51.1+ 1.61r+ 1.6Ls -0.8W) 7) 1.20 +0:5Lf +0.5L4 +0.5Ls +'1.8W 8) 12D 4 0.5Lf + 0:5Lr + 0.51e -1.6W 11) 12D +.0,5L1+'02Ls +'1.OE 12) 1.25 +0.5U +0.21s -1.0E 19) .9D +1:6H +1.6W 20) .9D +1.81-1- 1.8W 21) .9D +1.61-1+1.0E 22) ;9D + 1.81-1- 1.0E IBC 1806.2:1 Eq 16-2 IBC 18054.1 Eq 18-3 IBC 1645.2:1 Eq 1873 IB0805,2:1 Eq f tI3C 1805,2.1 Eq 16 -.4 IBC 16b52 -1 Eq 16-5 IBC 1805.2:1 Eq .43-5 IBC 1605.2.1 Eq 16-13 1BC. 1605:11 Eq 16.6 19C 1645:2.1 Eq 16 -7 C IB 1805.2.1 Eq 18-7 Summary of Results Design Failed Is the vertical load stress(strength) < 0.101c7 okay ACI 14:8.2:3 Is As <= 0:6pbal? (= 0:019) okay (CI 14;8:2.4 Is'phi'Mn> Mcracked? See Table Bdow Is Mtl < Phl`Mn? See Table Below Is the Service defieciion <0 11160 See Table Below M Cracked / phlMn Mu 1phtMn Service, Deflection 1 U150 Load Case 1 •33% 5% 0% Load Case 2 33% 7% 1% Load Case 33 33% 10% 6% Load Case 4 33% 27% 51% Load Case 7 33% 31% 6% Load Case' 8 33% 50% 940 Load Case 11 33% 541/4 108% Load Case 12 ' 33% 70% 187% Load Case 19 33% 33% 7% Load Case 20 33% 47% g% Load Case 21 33% 54% 110% Load Cass 22 33% `68% . 168% Maximum wall reactions at service level -- .Absolute values / tributary v4Edth. These reactions come from various cases. The sum may or may notequai zero. Horur- Reaction Q stab level (pll). 288 Horiz. Reaction Q footinglsvel, (p11). 0 Vert Reaction .(ig.footing level (p11). 2895 CONCRETE WALL DESIGN 2009 IBC AC Section 10.10.3 Engineers.Northwest 2/1512012 8:67116 AM 6869 Woodlavvn Ave NE Sheet ?Odle, WA 98115 Segale Retail center 206 625 7560 gild I panels with saw cut 2425 opening - NI ,iessi aaoso Page 1 Materials Concrete 4,500 psi Reinforcing 60,000 psi Wail t = 7.26 in. w/ #5 (4)10 in. oc centerline 0.5 in. Reveal over is 1.5 In Outhide Face .75 In. Inside Face Jamb 7.26 x 34.51n. Pilaster 34.5 x 7.26 in. x 29 ft high wl 4 #6 Ea Face The pilaster steel Is the only reinforcing considered. Above the pilaster the wall steel applies. Geometry Roof Elev =29 ft. w/ 20 segments Left opening is 24.25 ft. x0 ft, w/ a 10 ft, sill ht. ,Opening wt. =0 Vertical Loads Loads ShoWn'yrill be multiplied by thebibutery Width. Eccenbieities are positIve Inward & measured from MOW face of Wall. Cieati Live Wind Eccen. Lt. Type Ledger 0.36 kif 0:6 kif 0 kif 2 M. snow !cad Lateral Loading Wind code Wind inward = 11.S pal Outward = 162 psf at roof level Windspeed = 85 mph Wind exposure is B. Impertaneefector Is 1 Enclosed Kid = 1.0 Topo factor = 1 Mean Root 1-IL =29 Seismic rode:418NC 1-loriz fader .,0.346 W (strength) Vertical Fatter = 0.173 W (strength) 9s =1:3 1=1.0 Site Plase type D Fe = 1 to Engineers Northwest :6869 WoodlaWnAvo NE Seattle, WA 98115 206 6267650 CONCRETE WALL DESIGN 2009 IBC ACI Section .10.10.3 wag Mal Load Cases 1) 1-4E) 2) 1.26 1.5Lf + 0.54 0.5Le 1.51i 3) 1.2D + 0:pit + 1.6Lr + 1.01.s + 0.0W) 4) 1.20 + 0.5L14-1.61.r + 1.6L.ra 0.81AI) 7) 1.2D +awl+ 0.5l" 0.51.8 + 1.6W 8) 1.20 0.51.1 +1154 041-a. 1.61k 1 1.2D + 0.511. + + 1,0E 12) 1,29, 0,51,f * 0.21s - 1.0E .9q+.1,011+1.-* 20) :9D+ 1.6H - 1.6W 21) .90 +1,611+ 1.0E :22) .9D 16H - 1.0E Summary ..pf Results Design Failed Is the vertical lead 6ttess(strengo) 2c okay ACI 14.8:2.3 to As < 0.6pball 0,619) okay ACI 14.8.2.4 Is phiMn> Meretri See Table Below Is Mu < Ofil`Mn'i 'BO TaOtaBelow lathe SerVica doliectien = 11150 See Table Below Lead Case 1 LOad Case? Load Case 3 Load Case 4 Load 4407 Load Ceee Load Case 11 Load Case'12 LOad Cate-19 Load Case p upadces'e 21 Load.Case 22 M Cracked 1 phlMn 31% 33% 33% 334 33% .33% 13% 33% 33%: 33% Mu phiMn 8% 110 15% 50% 50% 80% 05% 114% .53% 75% tip% 111% 2/15/2012 0:57:10 AM .Sheet • Segal!) Retail Center grid 1 panels Vdith saw cut 24.25 opening - NI Page 2 IBC 150521 Eq 16-2 IBC 1§962.1 Eq 10-3 IBC 16012.1 Eq 15-3 IBC 150521 Eq 16-4 IBC 15012,1 Eq 104 •tBC 160121 Eq 10-5 tBC 1605.2.1 0110-5.. IBC 1605.21 IBC 100624 Eq 15-6 1891605.2A Eq15-7 IBC 1605.2.1 Eq 16-7 Service Deflection i UISO 1% 9% 140% 25% 124EI% 182% 285% 45% 116% 188% 288% Ma*MtIM reactions at terVice level — Absolute values/ tributary Width. TheasseaetioriaSernefrorn various cases. The sum may or may not equal zero. Hertz. Reaction 9 'slablevel.(0). 238 Reaction 9 footing level (pH). 0 Vert. Roaction @footing level (plf). 2782 1 1 17--221 26'-8"± 6 #8 CHORD STEEL. • "' A.# • 26' r .......... ..... . ...... ".......• ••••■■ •••• •■•■ • •••*••••■*••• ..54 L SIM. #4 © 10" o/c VERT. #4 @ 14" o/c HORIZ. 4 .#5 (2 E.F.) '8 #5 (4 E.F.) C-14 SIM. ; 11 4-44 ...... =0.177 II li; 111 , .... I i I i I • 8 #6 E.F.) 8 #6 (4 E.F.) ENGINEERS NORTHWEST, P.S. STRUCTURAL ENGINEERS ENW 6869 WOOillAWN AWL N. It., 0205, &ATM, WA 98115 (206) 525-7560 Fax (206) 522,4698 DATE 2 -7,1 SHEET 01J'/'L' By 047 pRojEcr 1) 300 if Lt PRoiEcr L.e7,14.6 A-14 Suaiwr SO 11): L. 0700/1 3L0 ervickir 2 e5" 64/0 31'- (0" /200r tro op 2.44. 10. G ;-so` f-z. ex oLe. gg4716 r /4/Idfr1 C/e" -1)70Y 6014,0 &A? fitant. ows. 0 2 4- relin Awn: e £LtV. ',if 04GS, 11=0 Wit•- \.-.. - Ptik6h) f•-■,, 60.0.S /(02..- 33 Q/ir, (aQ,) Zbq 4-3; Boo s (oz.- 43 a / °Op tArri all..■•••■ 6,11.13° -..)e,z0 0,35: 600 •S 24( 00_,SA1-7 43 3 2 1"" top) t72_7_1. 65 2007 North American Specification ASD DATE: 2/23/2012 SECTION DESIGNATION: 800S16243 [331 Single Innut eienertlea: Web Haight = top Flange Boit Orn Flange Stiffening LIP = punchout Width = 8.000 in 1.825 in 1.625 in 0.500 in 1.500 in Wall Solver Design Data - SIMI* Span Wall'Heigt1131.50 ft v" Lateral Pregsom 509 P.51 - Stud .spacing 24.0 in 'r Cheek Flexure Load Multiplier for Flexural Strength .A.00 Flexural SraCing: KyLy = 48.0 in. Cb = 1.00 Mo 6414-Ft-Lb My = 3185 Ft-Lb Mc = 3627 ft-Lb SejStz--..0.80 Mmax = 1240 Ft-Lb <= Ma .= 1527 Et Lb (Disk:11110nel Buckling Controls) forDistertional SuCkling = '0 Ib'in/In Check Deflection Defieetion.lirrilt: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 1.669 in Design Thickness = Inside Corner Radius = yfeld,Point, Fy Fy With Cold-Work, Fya Punchoul Length = Deflection Limit11129 Axial, Load 0 lb Check Shear ymax = 158 tb,((nOlucling,Ffaxund Load Muittptier) Shear capacity reduced for punchouts Va = 1051 lb >= VeriaX CheckWeh Crippling Rmax = 158 1p (Including !feature! Load Multiplier) Web Crippling capadity'rerluced for punchouts End searing Length =.1.00 lfl Ra = 234 lb >= Rmax, stiffeners not required Deflection Ratio = 1/227 0.0451 in 0,0712 in ,1 310 Its! 1,, 33.0 ksi 4000 in 0.58 My Me <2.78 My x.)976i4xi.e-r( s e 214-1.1= irteta) 2007 North American Specification ASD DATE: 2/22/2012 Senate Retail Suite 450 SECTION DESIGNATION: 6008162 -43 [331 Single Input Properties; Web Height = Top Flange = Botiom Flange = Stiffening Lip = Punchout Width = 6,000 in 1.625 in 1.625 in �r 0.500 In '� 1:500 in Wall Solver Design Data - Simple Span Wall Height 31.50 ft 7 Lateral Pressure 5.00.ps Sttid Spacing 16.0 in Design Thickness = Inside Corner Radius = Ytetd Paint, Fy = Fy With .Cold -Work, Fya = Punchout Length = Deflection Limit L/120 Axial Load 0 lb Check Flexure Load .Multiplier for Flexural Strength =1:00 Flexural _Bracing: Full Mmax =627 Ft -Lb <= Ma = 1390 Ft -Lb .& Ma(distorlibnal) = 1205 Ft -Lb K -ph1 for Distortional Buckling = 0 Ib"inlin Check. Deflection Deflection Limit: L1120 Load Multlpiior for Deflection = 1.00 Maximum deflection = 2.162 in Check Shear Vmax = 105 lb (including Flexural Load Multiplier) Shear capacity reduced for.punchouts Va =1240 lb >= Vmax Check Web Crippling Rmax 10510 (Including Flexural Load Multiplier) Web'Crippting capacity reduced for punchouts End Bearing Length =1:00 in Re-= 240 lb >= Rmax, stiffeners not required Deflection Ratio = L/175 ✓ 0.0451 in 0.0712 in 33.0 ks1 36.3, ksi 4.000 in Ola .r`fl4 - l-leVG 3i .r' � 2001 North American Specification w12004 Supplement ASD DATE: 2121/2012 SECTION DESIGNATION: 600S162 -33 Single INPUT PROPERTIES; Web Height = 6.000 in Top Range= 1:625 in Bottom Flange = 1:.625 Stiffen ng Lip = 0.500 in PunohoutWidth = 1,500 in Wall Solver Design Data - Sirhpie Span Watl.Height 31:50 ft V Lateral Pressure 5.00 psf .Stud Spacing 18.0 in V Check-Flexure. Load Multiplier for Flexural Strength =1.00 Fioiliural Bracing: Full Mmax =827 Ft -Lb' <= Ma = 951 Ft -Lb Check Deflection Deflection Limit: 0120 Load Multiplier for Deflection = 1.00 Maximum Deflection ==2:702 In Steel Thickness = 0.0346 in Insido Corner Radius = 0.0765 in Yletd Stress, Fy = 33A ksi Fy With Cold -Work, Fya = 33.0 ksi Punchout Length = 4:000 In Deflection Limit U120 Axial Load 0 lb ✓. Deflection Ratio = U135 "� (CX' ti F74./4/ Check Shear Vmax =105Ib (Inoludin0 Flexural Load Multiplier) Shear capacily:not reduced for punchouts near ends of member Va = 6381b >= Vmax Check Web Crippling Rrnax- =105Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length 1.0010 Rd = 153 Ib; >= Rmax, stiffeners not required TABLE 6 Um bng Heights for Structiral Non- Bearing Wail S ds'•2•"•a „ sEEEISEGENNEEESEMEMEN A immonommommummillioli 011010111012111011 ,iiiiiiiiiii IIIIMIEMEINSIEEEMIESIEN iiiiikilEniiiiialiEBEILMI irIFMNIM5E 10 Filiiii011 maniiiimaiimisoi ME :,411101i OEM iniiiiii NiiiiiiiiiiiiiEriMMENORIE WiliiiiiiiiiNEHRIVENNEA iiiiiiiiiiiiiiiEril INEHEI 9I����0��96 99i5 giiii EIHROPREEENIEE 01101111100011 iliTHEINNEMIE MEM INNEEPER 11010010111M iiiiIMESIVEZI MORE BONNE 192 ilIFINOR ME NOME zaaammooionnm0momianamona9on - a1519291191ENERIM:9989gM6EN ENKIAti 111111111EMEMBEE1 riONOBIFEE OMEN 50505EN 0 F. i sal y ! i I 't 1 /0 -1 ti ''' 1 FIESERENEIBEMENEMESIN OMMENOINENESI SENNIONENIONEMMEIMENEENOMonla rEliiiiiI ENEESIONNIENEENEENONEIRENNE1 t'SINIMINOOSEEMENEMEMENEESEINEN riliiiiiiiigiiiiiiiiNEE iiiiMili illiMINEIREMIONEMEMENE IMISHOHNERNININ EINIONOEHMENNENSIO iiiiiiiiiiMillin I iiiiii911911 -0- 1191111101110- 99191910 ':-!R kill PIMM51011 INEEINEMEEE08 1111 IBROMMENNEkliantl2EN MEE 0 - 11 . l' FERNIER! EMOMOOMEMENSIMEENSEEMEINEN ESEIREEDERNIEIEDBERIEBEEIMEMBEI ri ii ESEEFINEENEIREWEIHEIMINEMEREFEEN EFEHEMENSINNEEMEREHEREMEENNEi OISIONE IONESEMONE HERM OSENSIONEME et ; = 890mi@ 99m999mm990BB999oinBB09B008m0m9909989Nio a a� ¢ u u n a� r .iRPY9iS 1,E I a • 1 2007 North American Specification ASD DATE: 2/23/2012 SECTION DESIGNATION: 600S162 -33 1331 Single InnutProtrerties; Web Height = TO Flange Bottom Flange = .Stiffening LIp,= Punctiout Width = 6.000 In 1,625 in 1.625 in 0,500 in 1.500 in Wall Solver Design Data - Simple Span Wall Height 23.00 ft V .- Lateral Pressure 5.00 psf Stud Spacing 24.0 in Check Flexure Load •Multiplier for Flexural Strenq 1.00 Flexural. Bracing: KyLy = .48.0 in Me = 3355 Ft-Lb My =1643 Ft-Lb Mc = 1578, Ft-Lb Sc/Sf = 0.97 Mmax = 6$1.Ft -Lb <= Ma = 789 Ff -Lb (Dlstoitional K -phl for Distortional Buckling = 0 Ib'in/in Check 'Deflection. Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum. Deflection =1.191 in ts l GJ l#J ✓ V 8��_, Check Shear Vmax = 115 lb (including Flexural Load Multiplier) Shear capacity reduced for punchouts Va = 63816 >= Vmax Check Web Crippling • Rmax =115 lb (Incauding Flexural toad Multiplier) Web Crippiing:oapacity reduced for punchouts End Bearing 'Length =1:00 In Ra = 141 lb >= Rmax, stiffeners not required Design Thickness = Inside CornerRadius = Yield Point, Fy = Fy With.Cold- Worst, Fya Punchout Length = Deflection Limit L/120 Axial Load 0 lb Cb = 1.00 Buckling Controls) St, 0.0346 in 0.0765. in 33.0 Ks'✓ 33 ;0 ke 4.000 in 0.58 My <Me <2.78My Deflection Ratio = U232 /6 k Is/blx20/0-4 sal e 13 2lc�s J L) r 'PC e•Qj 1).')(/O�sr) (20 , ;:. 2007 North American Specification ASD DATE: 2/23/2012 SECTION DESIGNATION: 6005162-33 [331 Single Input Properties; Web Height Top Flange.= Bettoryi Flange = Stiffening Lip = ,Purichout Width = 6.600 in 1.625 in 1.625 in 0.500 In 1.500 in Ceiling Solver Design Data -Simple Span %IOW Span 8.00.ft •.1014, SPacirig 24.0 in Deed Load = 10.0 psf Live. Load.= 20.0 psf Design Thickness = Inside Corner Radius = Yield Point Fy = Fy VVilh Cop-Work, Fy = Pundhout Length = Deflection Limit L/360 DL Multiplied by 1 :po for strength Checks LL Mtdti011ed by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None .9b=1:14 Mt = 976 Ft-Lb •My= 1643 Fab 972 Ft-Lb Sc/Sf = 1:00 Mrnax'= 480 Fab <= Ma = 582 Ft-Lb Check Deflection DefleCtIon Limit: L/360 Maxiinum Deflection = 0.105 in Check Shear Vmax = 240 lb (Including Flexural Load MultiPlie!), Shear.capacity not reduced for punthouts near ends of member Va = 638 lb >= Vmax Deflection Ratio = L/018 Check Web Crippling Rmax 240 lb (IsOuding flexural Load Multiplier) Web Crippling capaeity not reduced fer.purieheuts near ends of member End Bearing .Length = _op in Ra = 1534b < RmaX,STIIrFENERS REQUIRED 0.0346 In 0.07651n ' 33.0 ks1 33.0 ksi 4.000 in 036 My < Me <2.78 My 2007 North American Specification ASD DATE: 2/22/2012 Segale Retail Suite 450 SECTION DESIGNATION: 600618243 [33] Single Input Properties Web Height = Top Flange = Bottom Flange = Stiffening Lip Punchout Width 6.000 in 1.825 in 1.625, in 0.500 in 1.500 in Wail 'Solver Design Data — Simple Span Wall Height 9.00 ft Lateral Pressure 5.00 psf Stud Spacing 24.0 In Check Flexure: Load Multiplierfor Flexural Strength =1.00 Flexural 'Bracing: Futi Mmax =101 Ft-Lb <= Me = 951 Ft=Lb & Ma(distortional) = 789 Ft-Lb K- phi'for Distortional Buckling = 0 Ib *in/in Check Deflection Deflection Limit: L/120 Load Ntultiplier for Deflection =1.00 Maximum Deflection = 0.028 In Design Thickness = inside Corner Radius = Yield Point, Fy = Fy With Cold -Work, Fya Punchout Length Deflection Limit L/120 Axial Load 400 ib Deflection Ratio = 1/3860 Check Shear Vmax = 45 lb:(Including Flexural Load Multiplier) .Shear capacity not rectuced for punchouts near ends of member Va = 638 lb >= Vmax Check Web Crippling Rmax = 45 lb (including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length =1.00 in Ra =153 lb 5.= Rmax, stiffeners not required Check Axiai interactions P = 400 lb'(lnciuding Axiai Load Multiplier.) Axial, Loads' Multiplied by '166 for interaction _Checks Maio unbreced length, KyLy and KtLt =108:0 in Max KL/r = 186 Atiowabte Pure Axial Load, Pa =.9251b : Axial Load Ratio, P /Pa = 0.432 K phi far Distortional Buckling = 0 Ibin/in Cheek Equation C5.2:1 -1 .00110-• 1 A0 Per= 44,751 lb Alpha = 0.983 Equation C6.2.1 -1 = 0.683 Maximum interaction =0.863 < =1.0 0.0346 in 0 :0765 In 33.0 ksi 33.0 ksi 4:000 In Check Equation C5.2.1 -2 Pao = 3244 ib Equation C5.2.1 -2 0.262 EVALUATION REPORT Report Numbers 0140 Issueda 07/2010 Expires: 0712012 Revised : 01/18/2012 Table 14 - Structural properties of ClarkDtetrich. Slotted Slip track Section Designation with Web Holes Section Designation with Web Holes design 'thickness (inch) Minimum Thickness (inch) (dentinal Depth (inch) Nctrninal Thickne s (mil) Leg Length (inch) Outside Web Depth :(inch) Yield Strength Fv (ksi)_ 250S1T250 -33 '250SLT /1 1250 33 0.0346 0.0329 2500 33 .2500 1641. -33 250517250;13 250SLT/H250-43 0.0451 0.0428 2.500 43 2.500 2.661 33 - 25051'T250 -54 25050/14250 -54 .,2505LT/H250 -68 0,0556 - 0.0713 0.0538 0.0677 0.0329 2.500 54. 2500 2.698 50 .250511:'x50 -68 2.500 3.625 3.625 ;68 1.500 2.750 50 33 43 2.500 2500 3.766 3.786 33. 33 .36250230433 :362SLY/H250=33 0.0346 362511250 -43. 362.51T/H250.43 - 0.0451 0.0428 36251100 -54 3625LT/11250.54 .0.0566 '0.0538 3 :625 54 2.500 3 :823 50 36251T250 -.68' .362SLT/H250 -68. 0.0713 0.0677 3 :625 .68 2,500 3.875 50 400517250 -33 400SLT/1-1250.33 0.0346. 0.0451 0:0329 4.000 33 2.500 4.141 33. 4005LT250-43 400W/0250.43 0.0428 4.000 43 2.500 4.161 33 400SLT250 -54 40051.T/H250 -54 0.0566 •0.0538 4.000. 54 2.500 N4.198 50 4005LT2S0=68 400SLT/H250 -68 0.0713 .0.0671 4.000 68 2.500 2.500 4.2-50- • 6.146 , 50 33 600SLT256. 33 60051.1/H250.33 0.0346 0.0329 6.000 33 600517250 -43 600SLT /HZSQ -43 0.0451 0.0428 .6.000 43 2.500 6:161 33 600511250 -54 60051.1111250 -54 0.0566 0.0538 6.000 S4 2500 : 6:198 50 500SLT250=68 60051.111,1250-68 0.0617 6..000 68 2.500_ 6.250 50 r80{)SLT250 -33 80051.71/H250 -33 ,0:0713 0.0346 0.0329 8:000 33 2,500 8 :146 33 80.0517250 -43 800SLT/H250 -43 0.0451 0.0428. 8.000 43 2500 8.161 33 8005025054 - 80081.1/H250 -54 0.0566 0.0538 , 8.000 54 1500 8.198 50 80051:1250. 68 8005LT/1 -00-68 0.0713 0.0 77 .8.000 62 2$00 $.250 50 Page 4ot t0 1 4 !T• • *i.1? . . EVALIJATION REPO R3 Report Nurithar: 0143 Issued: 07/2010 Expires: 0712012 Revised! 01/48/2012 Table 16 Structural Properties of ClarkDietrich Slotted Slip Track 110147..., Seddon Designation with Web; Holes Section Designation With Web Holes Gross Section Properties Yield Strength F, (ksi) Weight ^ " llit/ft) Unpurichd Area (MI ix (1n4) rx (In) ly (1n4) rY (In) .2.50S1T250-33 250517/1125.0-33 33 0.544 0259 0339 1144 0.178 0.827 2505L125643 2505LT/H250;43 33 0t711 0.891 0.338 _ 6A74 0.443 0.565 1.146 0230 0.826 2505U:250-54. 75051T/117.50-54 50 1:155 0.7.87 0,874 2505LT250-68 250SLT/f1750.68 50 1 122 .0.534 0328 1.168 0360 .0.821 362SLT250-33 362SLT/H250-33 33 0.677 0.298 0.740 1.575 0:200 d.820 362SLT250-43 3625LT/1450-43 33 0.884 0.389 0566 1.577 0.260 0.818 362SLT250-54 362SLT/11250-54 50 1106 0.487 -1224 1585 0,324 0.816 362SLT250:63 362SLT/l1250=68 50 1.394 0.614 1.S65 1.597 0.406 0.113 400SLT25033 400$13/H25033 33 0321 0311 0514 1.714 0.207 0.815 406513250-43 400SLT/H25.043 33 0539 0405 1.183 1.715 0.768 0.813 .400$1.1150-54. 400SLT/H250-54 SO 1:180 0.509 1.511 1723 0335 0.811 466SLi250-68 400kT/1:1250468 50 1.486 0.641 1.928 1,335 0.418 0.808 :600SLT2S0-33_ :600SLT/H250-33 33 0.956 0.380 2.236: 2.424 2A25 0233 0303 0.783 0.781 600517T2,56-45 600SLT/H250-43 33 1148 0496 2.916. 60051T250-54 '600SLT/H250,54 i 50 1565 0.622 3.679 2.432 0377 0.779 600S1T25648 : 606SLT/11256.68 50 1:969 0383 4.670 2A42 0472 0.776 800513250-33 800SLT/H25033 33 3.460 1116., 6,767 2462 0662 0.770 8005t.Ti.SO-43 860Sit/H250-43 : 33 1554 0586 5.629 3.100 026 0.746 800SLT2.50-54 '800St.T/H250-54 50 1549 0.735 7000 . 3;106 0.407 0744 80051-1250,68 80051T/H250-68 50 2456 8.926 8578 3:114 0.509 0341_ Pa& §Of 10 1 ENVYENGINEERS NORTHWEST, INC., P.S. STRUCtuRALINGINEERS SI MEd WponLAWN AvH. N. R., 0205, SeArtui, WA 911115 (206) 525-7560 FAX (206) 5224698 PROJECT to&sP przi DATE 2- slaw a)b Pi/ g WV* SOVJ drt-rpikk R Y /9 Sill le h et. 7 3, a 350 300 25. 0 20. t5 SSMAS r119142 DESIGN CHART FOR SINGLE DEFLECTION TRACK" 'DESIGN GAP=1 STUD WAGING= 24 Eni _ 4 ..i., . • • • . " • : ,:. • • . E, - .: • : i • • • .•.' ; : : t. • - • : : • ...‘ :." ........., . . : i , . • •-•• • .., t i H. - . . . ; ; • , : . t. , t - . - t _ _ i ; 4- ,i, • 1 . . . - - :. ; ; ! : • • : : . ': •• •• : . .••••: i --: : : • ; :. •• - - - ilt,, • --• 1 •••• . -,.."•••-:— . i ---- ./.7> : • : , --- . - ..., . • • ' • -i- . -1- - - . --- E----- •.-. • : , ; - - : : ; . . - - : 9: : , ,.....,.. 8 .1,- .•-•.• % :. •co . Wri'''" SI •11- - .;.• : . : •,.., - : 0 .. : . : • • ' 311 '-' • -...• - : : , : I —„_ ; ‘0 : .... . i i ......i . . , • : : . . 1:•-•::-----:- . . : . . •., ; i. - - . : • • • : ',.. ---- . • , --, i- . : . - .: ..! ----- -. • ••• •i • • . . . • • . . . , : . . . : - : • V? I ..-. : . . . . : • d'• 6 -'% 1 :. : - • • . -- --- .i .•.. - : • :. . -- : : : 4. - • :.. t • ; . , . , ; - . : .. . . ,. 4. t i _ i ../... - -- ; • . . , , ...1. - • , ..: • . : • : •....: • 7 i 1' . . " . • • . .• ■■•• : .. . . 7 •■• :,. + i i i : LAIMAL LOADING. PSF FIGURE Noterr e. FV-331csi•urtlese noted hervilse, b. tql:febtn thIrAaidas, c. Ltitorai loattime been modified tor Oregon of rokitcop,per-Aatl cl tha. A&SI SpealtteillOii. No ItIrOifir l*cilleioll'atOd4 blew.° MOS toad vher e 'oilier load &rapid, govern. Page HERMIT COORD CORD PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -072 PROJECT NAME: SEGALE VACANT SPACE SITE ADDRESS: 300 ANDOVER PK W, STE 450 DATE: 03/06/12 X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: Building Division fill Fire Prevention . Planning Division Ivrk rublic Wcdrks' 4t)-- Structural Permit Coordinator o DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete lx1 DUE DATE: 03/08/12 Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/05/12 Approved ❑ Approved with Conditions E1 Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slIp.doc 02/29/12 Contractors or Tradespeople Peter Friendly Page General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name SEGALE PROPERITIES LLC UBI No. 602023533 Phone 2065752000 Status Active Address Po Box 88028 License No. SEGALPL902CQ Suite /Apt. License Type Construction Contractor City Tukwila Effective Date 2/18/2010 State WA Expiration Date 4/1/2012 Zip 981382028 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status LAPIALP055MZ LA PIANTA LIMITED PARTNERSHIP Construction Contractor General Unused 7/9/1995 4/1/2001 Archived SEGALBP151M5 SEGALE BUSINESS PARK Construction Contractor General Unused 7/25/1985 7/9/1995 Archived LAPIAL'008J8 LA PIANTA LLC Construction Contractor General Unused 4/28/2000 4/1/2010 Inactive Business Owner Information Name Role Effective Date Expiration Date SEGALE, MARIO A Agent 02/18/2010 Amount SEGALE, MARIO A Partner /Member 02/18/2010 11DLS31006 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 SAFECO INS CO OF AM 6115146 02/18/2010 Until Cancelled $12,000.00 03/28/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 3 Alaska National Ins Co 11DLS31006 04/01/2011 04/01/2012 $1,000,000.0003 /29/2011 2 ALASKA NATIONAL INSURANCE COMP 10DLS31006 04/01/2010 04/01/2011 51,000,000.00 03/31/2010 1 ALASKA NATIONAL INSURANCE COMP 09DLS31006 02/18/2010 04/01/2010 $1,000,000.0003 /31/2009 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 03/15/2012 N 0 N N a 0 of j• N 0 0 0 0 iv a 0 0 cn N 0 a c PROJECT TEAM PROPERTY APPLICANT: 0 0 0 0 0 0 0 0 0 EXISTING BUILDING 000 000l TRAFFIC SIGNAL Q SIGNAL BOXS M CABNET 0001 TRAFFIC LANE SIDEWALK STRANDER BOULEVARD TRAFFIC LANE _ S 88 °15'38" E (MEAS) S 8815'33" E (PARK NO. 3) : EXISTING LEFT TURN LANE 646.76'(MEAS) 646.83'(LEGAL) 1 1083.08'(MEAS) 1080.16'(PARK N0. 3) LIGHT H ARI -B,H OLE PETROLEUM PIP€NE SIGN TRAFFIC LANE M PUGET AULT SD EASEMENT FOR INGRESS AND EGRESS \ - RECO': : = " • • "06240102 WHEEL CHAIR ,- - RECORDED UNDER AF# 9406240103 RAMP \ 7 7. S 88'15'38" E (MEAS) 625.24'(MEAS) 625.31'(LEGAL) grass area GAS VALVE 35.40 TELEPHONE MANHOLE 27 " compact spaces 42.00' AC- PAVEMENT 16 compact spaces 1 c\ V:: WATER METERS LJ 1- z W 0 0 z 0 0 0 SEGALE PROPERTIES 5811 SEGALE PARK DRIVE C TUKWILA, WA 98188 (206) 575 -2000 FAX (206) 575 -1837 CONTACT: STEVE NELSON EMAIL: SNELSON @SEGALEPROPERTIES.COM ARCHITECT: LANCE MUELLER & ASSOCIATES, SUITE 250 130 LAKESIDE AVE SEATTLE, WA 98122 (206) 325 -2553 FAX (206) 328 -0554 CONTACT: HAROLD CHRISTENSEN EMAIL: HAROLDC ®LMUELLER.COM EXISTING BUILDING DATA GENERAL CONTRACTOR: SEGALE PROPERTIES LLC P.O. BOX 88028 TUKWILA, WA 98188 (206) 575 -2000 STRUCTURAL ENGINEER: ENGINEERS NORTHWEST 6869 WOODLAWN AVE N., SUITE 205 SEATTLE, WA 98022 (206) 525 -7560 CONTACT: DALE KAEMINGK EMAIL: DALEK @ENGINEERSNW.COM w z J C.B. [RIM 24.62] WATER METERS CURBING ALONG PROPERTY LINE CONSTRUCTION TYPE: SITE AREA: OCCUPANCY TYPE: CODES USED: ZONING: BUILDING AREA: TOTAL II -N FIRE SPRINKLED 16.45 ACRES B -2 1991 U.B.C. CITY OF TUKWILA ZONING CODE PARKING PROVIDED: TOTAL C -2 *111,851 S.F. PER COUNTY RECORDS PROJECT DATA TENANT SPACE 450 502 STALLS CODE OCCUPANCY GROUP: CONSTRUCTION TYPE: GAS METER TENANT 450 AREA: TOTAL AREA (THIS PERMIT) 2009 I.B.C., I.F.C., I.M.C., I.P.C. AND ICC /ANSI A117.1 B, M REVIEWED F R II_B CODE COMPLIANCE APPROVED MAR 14 2012 0 0 0 W 0 a_ ( J z W 0 0 N w AC- PAVEMENT PROJECT DECSRIPTION City of BUILDING ISION I 6,498 S.F. 6,498 S.F. CONSTRUCT NEW DEMISING WALL TO DELINEATE TENANT SPACE 450 AS CREATED BY OFFICE DEPOT CONTRACTION. INSTALL NEW STOREFRONT WINDOWS AT ENTRANCE AREA OF NEW TENANT SPACE AND CREATE ONE HOUR EXIT AT REAR OF TENANT SPACE. INFILL EXISTING OVERHEAD DOOR OPENINGS AT SUITE 500. VICINITY MAP GAS METER WER ULT OIL /WATER SEPERATOR C.B, [RIM 24.62] C.B. [RIM 22.62] AUTO SPRINK C.B. [RIM 26.1] ,�1��� 0 ,i1. ,.�,� ANDOVER INDUSTRIAL ��'��, �PC�` PARK NO. 5 VOL. 83 PG. 22 :i'� \� ,�.� LOT 4 copk , `, O �P #' . MEASURED: A = 8115'54" R = 410.28' T = 354.13' L = 584.30' SOUTHCENTER w N 30' C.B. [RI planter GAS METER WITH BOLLARDS .'loading a dock •• • • 0.05' GAS METER CITY OF TUKWILA ZONING: C -2 BUILDING SET BACKS FRONT YARD 20' SIDE YARD 10' , REAR YARD 10' 64.15' AC- PAVEMENT 41cading• . • dock . e n TRECK DRIVE AF# 7202140587 PUBLICLY OWNED ROCKERY ---" planter HEEL RAMP CHAIR WATER METERS \POWER VAULT M AC- PAVEMENT WATER METERS POWER �g VAULTS 0 J w SITE PLAN Scale: 1"=30'-0" N 8816'17" W 406.72'(LEGAL) 376.66'(MEAS) 376.72'(LEGAL) SEGALE RETAIL CENTER SET LARGE PK -NAIL & TAG LS# 17659 IN RR TIE FOUND LARGE PK -NAIL LEGAL: A = 8115'55" R = 410.28' L = 584.42' HATCHED AREA REPRESENTS CONSTRUCTION PREMISE AND WORK AREA THIS PERMIT SEPARATE PERMIT REQUIRED FOR: Mechanical PIt Gas Piping BUILDG of DIVISION Tukwila REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submit± :! and may include additional plan review fee VICINITY MAP SITE BEGINNING AT THE SOUTHWEST CORNER OF THE SOUTHEAST 1/4 OF THE NORTHEAST 1/4 OF SAID SECTION 26; THENCE NORTH 01'05'05" EAST ALONG THE WEST LINE OF SAID SUBDIVISION, A DISTANCE OF 609.06 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 8816'17" EAST, ALONG THE NORTH LINE OF THAT CERTAIN PARCEL OF PROPERTY CONVEYED TO MARRIOTT CORPORATION, A DELAWARE CORPORATION, BY DEEDS RECORDED UNDER RECORDING NOS. 8612302063 AND 8702261746, AND THE WESTERLY EXTENSION OF SAID LINE, A DISTANCE OF 406.72 FEET TO A POINT OF CURVATURE ON THE WEST LINE OF THE PLAT OF ANDOVER INDUSTRIAL PARK NO. 5, AS PER PLAT RECORDED IN VOLUME 83 OF PLATS, PAGES 22 AND 23, RECORDS OF KING COUNTY; THENCE NORTHEASTERLY ALONG SAID WEST LINE OF SAID PLAT ALONG A CURVE TO THE RIGHT HAVING A RADICOS. OF 410.28 FEET, THE CENTER OF WHICH BEARS SOUTH 76'02'46" EAST THROUGH A CENTRAL ANGLE OF 81'36'55" AN ARC DISTANCE OF 584.42 FEET; THENCE SOUTH 84'25'51" EAST A DISTANCE OF 198.11 FEET TO A POINT ON THE SOUTHWESTERLY LINE OF LOT 5 OF THE PLAT OF ANDOVER INDUSTRIAL PARK NO. 3, AS PER PLAT RECORDED IN VOLUME 78 OF PLATS, PAGES 6 AND 7, RECORDS OF KING COUNTY; THENCE NORTHWESTERLY, ALONG THE SAID SOUTHWESTERLY LINE OF SAID LOT 5 ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 410.28 FEET, THE CENTER OF WHICH BEARS NORTH 06'24'49" EAST THROUGH A CENTRAL ANGLE OF 68'55'41" AN ARC DISTANCE OF 493.58 FEET; THENCE NORTH 1419'30" WEST A DISTANCE OF 120.44 FEET TO THE NORTH LINE OF THE SOUTHEAST 1/4 OF THE NORTHEAST 1/4 OF SAID SECTION 26; THENCE NORTH 8815'33" WEST ALONG SAID NORTH LINE A DISTANCE OF 646.83 FEET TO THE NORTHWEST CORNER OF SAID SUBDIVISION; THENCE SOUTH 01'05'05" WEST ALONG THE WEST LINE OF SAID SUBDIVISION A, DISTANCE OF 718.10 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THE NORTH 30 FEET THEREOF FOR STRANDER BOULEVARD; AND EXCEPT THE WEST 30 FEET THEREOF FOR ANDOVER PARK WEST; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGMLL LE COPY TAX ACCOUNT NUMBER: 262304 -9001 INDEX OF DRAWINGS ARCHITECTURAL TA1.0 TA2.0 TA3.0 STRUCTURAL S1.1 S2.1 Plan rafts approval is subject to ems aid wisdom ipproval of constniclo doom* does not authodze the violation of any adopted code or odnance. ReceOt of approved Copy and conditions 1Sacknowledged: BY, -�r iA, . SITE PLAN / COVER SHEET FLOOR PLAN, PARTIAL ELEVATION, DETAILS DOOR SCHEDULE, DETAILS PARTIAL FOUNDATION PLAN ELEVATIONS & DETAILS City Of lkikwikt BUILDING DIVISICS. REGI Ivtu CITY OF TIJK MLA MAR 0 b 2012 PERMIT CENTER 1E-01(2-- MPROVEMENT FOR z z w w z w 0 U LJ w z W 0 ZEIn" O � t1. W W Q 9:3 -C�� Cwo� C/1 l� UJ LW U r0 run uJ W 1W J J W 5 I• W o O O� z Q❑ J 4 U (206) 325-2553 SEATTLE, WA 98 E� N w sheet TA1.0 2/27/2012 9:11:19 AM N rs- N 1 N o PERMIT APPLICATION SET 0 1 c 12 -001 job no. c 2 v checked N I n N N I" MPROVEMENT FOR z z w w z w 0 U LJ w z W 0 ZEIn" O � t1. W W Q 9:3 -C�� Cwo� C/1 l� UJ LW U r0 run uJ W 1W J J W 5 I• W o O O� z Q❑ J 4 U (206) 325-2553 SEATTLE, WA 98 E� N w sheet TA1.0 2/27/2012 9:11:19 AM cp N O O N 5 O 0 0 N 0 12' -O" 18'-0" 30' -0" 7' -4 1/2" / VACANT TENANT LEASE SPACE 500 TENANT SPACE (500) REMOVE EXISTING FURRING ON CONCRETE SHEAR WALL. (2' -10 1/212,_3 "2' -10 1/2) (2' -10 1/2" / 24' -3" 2' -10 1 /2'Th NEW FULL HEIGHT WALL WITH ONE HOUR RATED EXIT FROM EXISTING OFFICE DEPOT SPACE TO REAR OF BUILDING. PROVIDE RATED WALL TO 9' -0" HIGH RATED CEILING. RUN GWB AT SOUTH SIDE OF WALL TO 1' -0" ABOVE TENANT CEILING. BRACE STUDS PER STRUCTURAL DRAWINGS. REMOVE EXISTING OVERHEAD DOOR AND TRACK. NEW STRONGBACKS PER STRUCTURAL (TYP.) NEW STOREFRONT SECTIONS SAWCUT INTO EXISTING CONCRETE WALL PANELS. PROVIDE THERMALLY BROKEN SYSTEM WITH 1" INSULATED GLASS. MATCH GLASS COLOR AND ALUMINUM COLOR WITH EXISTING SYSTEM. SEE STRUCTURAL DRAWINGS. x _ w EXISTING TWO HOUR AREA SEPARATION WALL ELECTRICAL PANELS 1 NEW TENANT SPACE 450 i TENANT SPACE (450) EXIT NEW STOREFRONT DOORS. PROVIDE THERMALLY BROKEN DOORS WITH 1" INSULATED GLASS. MATCH GLASS COLOR AND ALUMINUM COLOR WITH EXISTING SYSTEM. POTENTIAL FUTURE TENANT RESTROOMS UNDER SEPARATE PERMIT EXISTING MEZZANINE WITH CONCRETE FLOOR ON METAL DECKING. I /lL \I III • - J II NEW FULL HEIGHT ONE HOUR RATED DEMISING WALL. EXISTING HVAC UNIT AT ROOF ABOVE TOP OF WALL AT UNDERSIDE OF MEZZANINE DECK L - - f - J 10,-0" INFILL EXISTING OVERHEAD DOOR OPENINGS WITH 8" CMU. PAINT SEE STRUCTURAL DRAWINGS. FLOOR PLAN - SUITE 450 Scale: 1/8 " =1' -0" CENTERLINE OF WALL \o ct 0) 0 \o 0 0 M EXISTING OFFICE DEPOT TENANT SPACE l OFFICE DEPOT (400) REMOVE EXISTING HVAC SUPPLY DUCT WORK BELOW MEZZANINE TO NEW DEMISING WALL. NEW DUCT WORK TO SUITE 450 TO BE UNDER SEPARATE PERMIT. EXISTING HVAC SUPPLY LINE IRE RISER AND ALARM PANEL 4' -7 1/2" EXISTING OFFICE DEPOT TENANT SPACE / OFFICE DEPOT (400) PLAN LEGEND SPACE NAME (101) WALL — REFER TO SECTION AND STRUCTURAL DOOR NUMBER DOOR TYPE (REFER TO TA3.0 FOR DOOR TYPES) DOOR HARDWARE GROUP BUILDING OR TENANT ROOM NAME & NUMBER DETAIL REFERENCE G 1 SECTION CUT SAWCUT NEW OPENINGS FOR NEW STOREFRONT SECTIONS. SEE STRUCTURAL DRAWINGS. L -1 T OFFICE DEPOT NEW STOREFRONT AND ENTRANCE DOORS. SEE PLAN FOR HORIZONTAL DIMENSION AND NOTES. NEW DEMISING WALL BEYOND NEW TENANT SPACE 450 NOTE: ALL NEW STOREFRONT SYSTEM, ENTRY DOORS AND GLAZING COMPONENTS ADDED AS PART OF THIS TENANT IMPROVEMENT TO COMPLY WITH 2009 WASHINGTON STATE NON— RESIDENTIAL ENERGY CODE. PARTIAL NORTHWEST ELEVATION Scale: 1/8"=V-0" ! ! . •6. i•e! !et ! i! . .Q !.!i��!i!i�ili!i L EXISTING ROOF - — STRUCTURE WITH METAL DECKING. 4.--i— PROVIDE DEEP LEG DEFLECTION TRACK AT NON RATED FULL HEIGHT — - - — WALLS NOTE: SEE STRUCTURAL DRAWINGS FOR BRACING OF UNSHEATHED METAL STUD WALL. FUTURE CEILING PER SUITE 500 TENANT EXISTING CONCRETE SHEAR WALL 5/8" TYPE "X" GWB ON 6" METAL STUDS 24" O.C. TERMINATE GWB AT 12" ABOVE TENANT 450 CEILING. SEE STRUCTURAL DRAWINGS FOR ATTACHMENT TO EXISTING CONCRETE SHEAR WALL ONE HOUR RATED WALL /CEILING: 5/8" TYPE "X" GWB EACH SIDE OF METAL STUDS CP 24" O.C. (U.L. #U465 OR U.L. #U494) 0 WALL SECTION AT RATED EXIT Scale: 1/2"=1='-0" • 0 TOP OF ALL FIN. FLOOR I -4 EXISTING ROOF STRUCTURE WITH METAL DECKING. 13 �A3.0 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION ONE HOUR RATED WALL: 5/8" TYPE "X" GWB EACH SIDE OF 8" METAL STUDS ® 24" O.C. (3 5/8" METAL STUDS BELOW MEZZANINE WHERE WALL TRAVELS EAST -WEST TO STAIR) (U.L. #U465 OR U.L. #U494) SOUND BATT INSULATION WALL SECTION AT RATED DEMISING WALL Scale: 1/2"=1='-0" 2 ROWS #10 -14 x 1 1/2" SCREWS © 2' 0" O.C. ALLOW FOR 1" DEFLECTION BOTTOM OF JOIST. COMPENSATION CHANNEL 16 GA. SECURE STUDS TO SLOTTED COMPENSATION CHANNEL. ATTACH G.W.B. TO STUDS ONLY (NOT COMPENSATION CHANNEL) WALL TYPE PER PLAN EXISTING WALL W/ %" GWB EACH SIDE OF METAL STUDS. SEE 28/TA2.0 FOR BALANCE OF WALL NOTES. 0 43_1. N FLOOR 1411 ONE HOUR RATED WALL /CEILING: 5/8" TYPE "X GWB EACH SIDE OF METAL STUDS 24" O.C. (U.L. #U465 OR U.L. #U494) ONE HOUR FURRING WALL: - (2) LAYERS 1/2" TYPE "X" APPLIED TO 2Y" METAL STUDS AT 24" O.C. WITH STAGGERED JOINTS. RECtivtu CITY OF TUKWILA MAR 0 b 2012 PERMIT CENTER WALL SECTION AT RATED EXIT Scale: 1/2"=1='-0" 2/27/2012 9:04:57 AN N N TENANT IMPROVEMENT FOR C/) W W D W U C/) 0 0 4m �n 1n N C7 Quo 0 N SUITE 250 • SEATTLE, WA 98122 • • W EJ 0 W se J 0 Qc sheet TA3.0 2/27/2012 9:14:48 AM © 0 DOOR & WINDOW NOTES HARDWARE GROUPS EXISTING TWO HOUR PAINTED 90 MINUTE FIRE N N I N SEALANT • - ', • - V . : 4 - Q a a _ • • I • CMU WALL INFILL PER STRUCTURAL MIN. 3 ANCHORS / JAMB GROUT FRAME SOLID TA3.0 TA3.0 GROUP 1. PUSH PULLS WITH l 1. ALL DOOR HARDWARE TO FLUSH BOLTS ON INACTIVE LEAF, I , CMU WALL INFILL PER STRUCTURAL I I � I SEALANT � • .. •. • • , - COMPLY WITH I.B.C. SECTION j © © T. TA3.0 •ou qof LOO -ZL 1008, ICC/ANSI -117.1 RELEASE PADDLE ON ACTIVE / LEAF, CLOSERS. PROVIDE 1" STANDARDS. T• HIGH CONTRASTING LETTERS 2. PROVIDE INTERNATIONAL ABOVE DOORS STATING "THIS checked —�\ T. 1:: d. .• RATED WALL RATED H.M. FRAME TYP. SILENCERS ® Pr ■ TA3.0 BOTTOM hh H.M. DOOR PER SCHEDULE ALUM. THRESHOLD SET OFFSET SHIM SYMBOL OF ACCESS SIGNAGE AT DOOR TO REMAIN UNLOCKED I EACH ACCESSIBLE ENTRANCE WHEN BUILDING OCCUPIED 7 DOOR. 6 T. STRIKE SIDE I } t I WALL •T. • • . d GROUP 2. LEVER HANDLE ON T TA3.0 EXIT HALL SIDE WITH PANIC \ < ¢ N w _ '� �ITA3.0 3. ALL EXIT DOORS SHALL BE HARDWARE ON SUITE 450 SIDE, OPENABLE FROM THE INSIDE CLOSER, SMOKE GASKETS. I " T-2" PROVIDE DRIP ®HEAD DOOR AS SCHEDULED – " - • • J •' • _ _ •�.' . • • • • WEATHERSTRIP " 1/2" MAX. - WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR GROUP 3. LEVER ON EXTERIOR EFFORT PER I.B.C. SECTION BUILDING SIDE WITH PANIC HARDWARE HARDWARE ON EXIT A B HALL SIDE, CLOSER. 4. PROVIDE SAFETY GLAZING PER DRAWINGS AND I.B.C. SECTION i 3' -0" X 7' -0" 3' -O" X 7' -0" 90 MIN. PAIR 3' -0" X 7' -O" ANOD. 2406. T= TEMPERED GLAZING. INSULATED HOLLOW RATED HOLLOW METAL ALUM. STOREFRONT DOORS METAL DOOR W/ H.M. DOOR AND FRAME H.M. W/ 1" INSULATED GLASS W/ 5. STOREFRONT ENTRANCE FRAME FRAME ANOD. ALUM. FRAME. DOORS TO HAVE 1" TEXT ABOVE DOOR STATING "THIS DOOR TO REMAIN UNLOCKED DURING ; BUSINESS HOURS" IN . - - CONTRASTING LETTERS TO . . DOOR TYPES, NOTES AND HARDWARE GROUPS ALUMINUM FRAME. I F.- • • -� 4 HEAD OR 7 -2 HIGH DOOR DOOR AS SCHEDULED �� `� ��. . •. •�— � v HANDICAP GROUT FRAME SOLID HOLLOW METAL GALV. FRAME AND FACTORY PRIMED, FIELD PAINTED. HOLLOW METAL GALV. FRAME AND FACTORY PRIMED, FIELD PAINTED. •• :. : :a .. '. • • " - . • .`� � � r _ ` ; :` • °' .. ' `.. • %. . ': •• • �• 90 MINUTE r FIRE RATED DOOR DOOR HEAD /JAMB AT 2 HOUR 1, ; - - - DOOR HEAD AT CMU WALL ti i I DOOR JAMB AT CMU WALL - - - DOOR SILL AT CMU WALL Scale: 3"=1 —0 6 Scale: 3"= 'I —0 0 Scale: 3".= V0 Scale: N.T.S. 4 Scale: 3"= V-0 DSADDLE SEALANT SLAB I ; ; i E ANODIZED ALUMINUM STOREFRONT DOORS W/ 1" INSULATED GLASS (TINTED, _ 7" PER STRUCT. EXISTING . . ...d ° : . d . d E 1 STOREFRONT NON REFLECTIVE) ALUM. SET IN CONC. ON GRADE ______---\\_, 2 » 4 1/2" _ x ANODIZED ALUMINUM WINDOW SYSTEM WINDOW LINE OF EXISTING PANEL BEYOND REVEAL BEYOND DIM. POINT- 1'- 0 "A.F.F DOOR SWEEP EXPANSION Xa m JOINT CONC. PANEL DIM. POINT-9'-0" A.F.F N SLOPE TO \ DRS AIN " . Z l . \ � � � � � � � � � � � � � s : : d d ° a a d4 d • a. 4 d a a d • a r REVIEWED FOR CODE COMPLIANCE APPROVED MAR 1 4 2012 City of Tukwila BUILDING DIVISION a a 4 4 , d • ° HOLD SYSTEM TO BACK FACE OF PANEL TO EXISTING CONCRETE SLAB EDGE OF SAWCUT SEALANT < 4 EDGE OF SAWCUT r" 1U • -ii MATCH EXISTING STOREFRONT SYSTEM SEALANT . 4 EXISTING CONCRETE WALKWAY a d 2" x 4 1 /2" ANODIZED ALUMINUM WINDOW SYSTEM LINE OF PANEL BEYOND d. a d AT NEW STOREFRONT . u a WINDOW L1. SILL DOOR SILL AT ENTRY DOORS WINDOW HEAD AT NEW STOREFRONT 0 Scale: 3 " =1' -0" 8 Scale: 1 1 /2 " =1' -0" . 9 Scale: 1 1 /2 " =1' -0" VOIDS BETWEEN WITH MINERAL FLUTES PACKED WOOL OR SEALANT 1 I ROOF 11i /1li /iii∎ io i . BOTTOM OF EXISTING MEZZANINE STRUCTURE cv ftFIRE 10410 FIRE STOP UL APPROVED TRACK /DEFLECTION TRACK \ WITH WALL PER SECTION. UL DESIGN HW -D -0060 TOP OF WALL PERP. TO DECK Scale: 3 " =1' -0" Z CLIP ,LN \ ii, / z \ BOTTOM OF EXISTING MEZZANINE STRUCTURE UL APPROVED FIR ROOF OR _ STOP SEALANT FIRE TRACK /DEFLECTION TRACK c --z, .r. ( •, WITH WALL PER S= CTION. UL DESIGN HW -D -0060 "X" 5/8" TYPE GWB METAL STUDS & PER WALL TYPE EACH SIDE OF SOUND INSULATION "X" LAP LAYS 5/8" TYPE GWB EACH S F DEFLECTION JOINT 1 RECtivtu CITY OF TIJKWILA MAR 0 6 2012 PERMIT CENTER t) I )..,,,,,,. 0 7 2, UL APPROVED FIRE STOP SEALANT �_ itink 0. IT AROUND TRUSS 0 TOP OF WALL PARALLEL TO DECK Scale: 3 " =1' -0" TENANT IMPROVEMENT FOR C/) W W D W U C/) 0 0 4m �n 1n N C7 Quo 0 N SUITE 250 • SEATTLE, WA 98122 • • W EJ 0 W se J 0 Qc sheet TA3.0 2/27/2012 9:14:48 AM N N I N -0 PERMIT APPLICATION SET 0 c •ou qof LOO -ZL c L.) 10 checked 2 -27 -12 date W 1— wo W W _10 I— 1— w_ N W �, �3 a� ' \ Wo ao z FP, ■,,.‘`\ N Nilliiho i Q TENANT IMPROVEMENT FOR C/) W W D W U C/) 0 0 4m �n 1n N C7 Quo 0 N SUITE 250 • SEATTLE, WA 98122 • • W EJ 0 W se J 0 Qc sheet TA3.0 2/27/2012 9:14:48 AM 1: 193files1 93044193044019Uct1?- 93044019.dwg EXISTING DEMISING WALL SHT. S -2.1 ELEVATION A NEW 6" DEMISING WALL.. & HALLWAY ELEVATION B C --2..1 EXIST. NEW 8" DEMISING WALL — - PER D -2.1 38 "x1 ax2OGA. • STUDS CAD 2' -0 "oc w/ CONT. TRACK T. & B. PER SCHEDULE •& • 2 #8 EA. 'STUD BELOW MEZZANINE rt 0 co, PARTIAL FOUNDATION PLAN — 1' -0„ 16 - GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION DESCRIPTION Building Name & Site Location - Segale Retail Center, Tukwila, WA Building Dept. Contact - Mr. Dave Larson, telephone 206 431 3670 2. DESIGN CODE AND STANDARDS Applicable Code (Edition /Name) - 2009 International. Building Code (IBC) Other documents referenced by these notes shall be the specific edition referenced by the building code specified above, or if not specified, shall be the latest edition. Code supplement & Date - None 3. DESIGN LOADS a. Roof Live Load b. Snow Load c. Seismic d. Wind Load e. Dead loads See snow load Basic ground snow load - Pg = 25 psf Basic roof snow load - Pf = 25 psf Thermal factor - Ct = 1.0 Importance factor - Is = 1.0, . Snow exposure factor - Ce = 1.0 Drifting snow is not required in the design. Ss = 1.415 Si. = 0.484, Ie = 1.0, Site Class "D" and Seismic Design Category = "D ", Seismic Use Group I. SDS = 0.943, SD1 =0.489 . . Basic Seismic Force Resisting System = SRCSW Design Base Shear V = 800 kips Cs = 0.189 R = 5 . - Equivalent .Lateral Force Procedure used. Mech. & Refrigeration unit loads will be picked up-at the point of the units. & transferred into the lateral: system:." Sprinkler: lines will be braced to top of girders or top chord of steel truss, by the sprinkler contractor. Basic wind speed (3 sec. gust) = 85 (mph)- . Exposure B . Importance factor Iw = 1.0. Internal pressure coefficient GCpi - ± 0.18 Components & cladding = 14.5 psf Weight of structure. OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 4000 PSF IN ACCORDANCE WITH SOILS REPORT #0171- 025 -R02 DATED 6 -3 -93 PREPARED BY GEOTECHNICAL, INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D 1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCHITECTURAL AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. SLABS ON GRADE THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF THAT IN OTHER BUILDINGS WITH SIMILAR FLOOR LOADINGS AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. REVIEW WITH THE SOILS ENGINEER ANY.CONSTRUCTION LOADINGS ON THE SLAB AND SOILS BELOW. TAKE NECESSARY MEASURES.TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE EFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING. CAST -IN -PLACE .CONCRETE . F'c = 3000 PSI. FOR ALL - CAST -IN -PLACE CONCRETE._ CONCRETE MAY BE PROPORTIONED.ON THE BASIS OF FIELD.EXPERIENCE AND /OR..TRIAL:'.MIXTURES,ASDESCRIBED IN CODE. SUBMIT MIX - DESIGN -AND DATA AS REQUIRED FOR :EACH METHOD MIXING AND. PLACING OF ALL CONCRETE'AND SELECTION. OF MATERIALS SHALL BE IN.. ACCORDANCE: WITH. AC I: CODE.. 3.1.8. PROPORT I ON AGGREGATE:`TO CEMENT TO PRODUCE:.A DENSE WORKABLE M.IX WITH 47- .MAXIMUM SLUMP WHICH CAN. BE. PLACEYWITHOUT SEGREGATION.OR EXCESS FREE SURFACE WATER. :SEE SPECIFICATIONS FOR ADMIXTURES.,_. :PROVIDE 5% +.1-1/2% TOTAL AIR CONTENT: FOR= CONCRETE EXPOSED*TO;FREEZING AND•THAWING'EXPOSURES. LIMIT.WATER- CEMENT RATIO TO *45AND -USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE .SULFATE.IN'EXCESS OF .2 %.. ADD • NO'.WATER.AT.SITE'.. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE. USED TO INCREASE WORKABILITY WI,THOUT:.INCREASING_ WATER - CEMENT RATIO -OF DESIGN::MIX SUBMITTAL. SEE SPECIFICATIONS:FOR CURING. 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES'.UNLESS INDICATED OTHERWISE ON.ARCHITECTURAL.DRAW'INGS. CONCRETE AND MASONRY ANCHORS (BOLTS, THREADED. RODS AND REBAR DOWELS) . DRILLED I N .EXPANSION ANCHORS - REVIEWED FAR CONCRETE AND CONCRETE MASONRY - HILTI KWIK BOLT TZ.PER T . ESR -1917- I N "CONCRETE'.-' .. H'I LT I "KW I K BOLT - 3' PER"' ESR --1385 -- I N MASONRY. .. CODE COMPLIANCE . ADHESIVE .ANCHORS - • . APPROVED CONCRETE.AND.CONCRETE MASONRY HILTI RE- 500 -SD PER ESR -2322 FOR CONCRETE. HILTI HY150 MAX. PER ESR -1967 FOR MASONRY. .SCREW ANCHORS - CONCRETE AND CONCRETE MASONRY HILTI KWIK CON II PER ESR -5259 CAST -IN -PLACE BOLTS = (UNLESS NOTED OTHERWISE) CONCRETE - EMBED PER. IBC TABLE 1911.2 City of Tukwila MASONRY - EMBED 7 BOLT DIAMETERS. .PROVIDE 1/2 - INCH OF GROUT BETWEEN BUILDING DIVISION BOLT AND MASONRY. '`-- FOLLOW INSTALLATION PROCEDURES OF ESR REPORT PROVIDE SPECIAL INSPECTION AS NOTED OR REQUIRED BY ER(S) REPORT. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: OTHER SHAPES & PLATES ASTM A 36 (Fy= 36,000 PSI) TUBE SHAPES ASTM A 500, GRADE B (Fy= 46,000 PSI) ANCHOR BOLTS ASTM F 1554, GRADE 36 (Fy= 36,000 PSI) HIGH STRENGTH BOLTS ASTM A 325 • BASE PLATE GROUT ASTM C 1107 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS" (12/31/09). ALL WELDING TO CONFORM WITH AWS D1..1 "STRUCTURAL WELDING CODE - .STEEL ". WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY. MANUFACTURER. COORDINATE WORK WITH. JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS. TO BE. GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB.JOISTS -AND METAL DECK SHALL BE IN ACCORDANCE WITH THE CURRENT. OSHA STEEL ERECTION STANDARD. .DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. MEMBERS DESIGNATED "POSTS" ARE NOT DESIGNED TO CARRY THE OSHA 300 POUND ECCENTRIC LOAD. MAR 14 2012 MASONRY REINFORCED. MASONRY IN CONFORMANCE WITH SPECIFICATION FOR MASONRY STRUCTURES (ACT 530.1 -05 /ASCE 6- 05 /TMS 602- 05)..f'm =1500 PSI CONCRETE MASONRY UNITS CONFORMING WITH ASTM C -90, TYPE I, MEDIUM WEIGHT. UNIT STRENGTH SHALL BE SUFFICIENT TO PROVIDE THE SPECIFIED f'm. USE TYPE S CEMENT -LIME MORTAR ONLY IN ACCORDANCE WITH THE ASTM C270 PROPORTION SPECIFICATION - ONE PART PORTLAND CEMENT, 1/4 TO 1/2 PARTS HYDRATED LIME, AND 2 1/4 TO 3 PARTS AGGREGATE TIMES THE SUM OF THE VOLUME OF CEMENT AND LIME USED. MEASURE AGGREGATE IN DAMP -LOOSE CONDITION. FILL ALL CELLS CONTAINING REINFORCING AND WHERE NOTED WITH GROUT. CONFORMING TO ASTM C 476, MINIMUM COMPRESSIVE STRENGTH 2000 PSI. HEIGHT OF GROUT POUR AND USE OF FINE OR COURSE GROUT IN ACCORDANCE WITH TABLE 7 OF SPECIFICATION. CLEANOUTS ARE REQUIRED WHEN GROUT POUR EXCEEDS 5' -O. ALL MASONRY TO BE RUNNING BOND LAY -UP. LAP REINFORCING IN ACCORDANCE WITH SCHEDULE. PROVIDE CORNER. BARS PER TYPICAL DETAILS FOR ALL HORIZONTAL REINFORCING. ALL CONNECTIONS AND BOLTS SHOWN EMBEDED IN MASONRY ARE TO BE INSTALLED BY THE MASONS BEFORE GROUTING. LIGHT GAGE STEEL FRAMING . STUDS AND TRACKS CONFORM WITH ASTM C 955. MATERIAL CONFORM WITH ASTM A 653, GRADE 33 FOR 18 GAGE AND LIGHTER, GRADE 50 FOR 16 GAGE AND HEAVIER. GALVANIZED PER G60, SIZES AS NOTED ON DRAWINGS.' . SHOP DRAWINGS SUBMIT PDF OR DWF FILES'(U.N.O. BY ARCHITECT) OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION' FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL, AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THE CONTRACT DRAWINGS IT IS TO BE- CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS... ". SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS. SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING AWMECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. ALL. DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT. SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT.. IF THE BUILDING DEPARTMENT. REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE. RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS ARCH. = ARCHITECT B; OR BOT. = BOTTOM BTWN . .. BLDG. C.I.P. CLR. _ CNTR ......_.... .. _....... _ CON. = CONT. =- CONTR. _ DIA. = EA. _ EL. OR ELEV. E,N.W.. OR ENW ` = E.F. E.W. F.O.C. F.Q.P. F.O.S. F.O.W. FTG. H. OR HORIZ. H.S.S. I.F. INC. KB L.L.H. L.L.V. BETWEEN .. BUILDING.. CAST IN PLACE CLEAR CENTER................. CONCRETE . CONTINUOUS CONTRACTOR DIAMETER. EACH ELEVATION ENGINEERS NORTHWEST = EACH FACE = EACH WAY = FACE OF CONCRETE = FACE OF PLYWOOD = FACE OF STUD = FACE OF WALL M.A.S. M.B.S. N.F. N.T.S. :.O.F.. OPNG. PNL.. REINF. -R.O. .SW SIM. SYMM. T... T.O.F. T.S. TYP. U.N.O. MASONRY (CLAY OR CMU) = METAL.: BLDG SUPPLIER' = NEAR. FACE ='. NOT. TO SCALE_ OUTSIDE FACE :: = .OPENING PANEL = REINFORCING .= ROUGH OPENING -=- SHEARWALL . =:_ SIMILAR = `SYMMETRICAL = TOP - TOP OF FOOTING = TUBE STEEL = TYPICAL AT ALL SIMILAR PLACES = UNLESS NOTED OTHERWISE = VERTICAL • = VERTICAL INSIDE = FOOTING V. OR.VERT. HORIZONTAL V.I.F. HOLLOW STRUCTURAL SECTION = INSIDE FACE V.O.F. = INCLUDING = KWIK BOLT W/ = LONG LEG HORIZONTAL LONG LEG VERTICAL = VERTICAL OUTSIDE FACE = WITH SPRINKLER SUPPORT NOTES 1. THE FOLLOWING CRITERIA IS A MINIMUM LEVEL REQUIRED. THE FIRE PROTECTION DESIGNER /DRAWINGS MAY SET FORTH MORE STRINGENT REQUIREMENTS AT THEIR DISCRETION. REFER TO MBS DRAWINGS FOR THE MAXIMUM LOAD THAT THE ROOF TRUSSES CAN SUPPORT WITH A PARTICULAR TYPE OF HANGER. 2a. ALL SPRINKLER PIPE LARGER THAN 3" NOMINAL DIAMETER IS TO BE CONSIDERED A "MAIN" FOR THE PURPOSE OF THESE NOTES. b. THE BIDS FOR __ BOTH THE SPRINKLER & JOISTS ARE -TO INCLUDE ALL HANGERS, BRACES, ETC., AND ACCOUNT FOR THE LOADS INDICATED. FIRE PROTECTION DESIGNER IS RESPONSIBLE FOR COORDINATING THEIR DESIGN WITH THE TYPE OF SUPPORTING MEMBERS TO BE USED FOR SUPPORT OF THEIR LINES (I.E. OWJ, TRUSS- PURLINS, GIRDERS, ETC.) 3a. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY SUPPORTED NO FARTHER APART THAN AT EVERY OTHER JOIST (I.E. 10 FEET). b. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE- DESIGNED FOR THE VERTICAL SUPPORT LOAD BASED ON SUPPORTS AT EVERY OTHER JOIST. 4. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE.: a. PLACED MID -WAY BETWEEN TWO JOISTS & BE TRAPEZED SO EACH JOIST SUPPORTS HALF THE LOAD.. b. SUPPORTED AT 10' -0" 0/C MAX:IMUM USE. THE FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL` SUPPORT DESIGN: :PIPE- WT'. PER SIZE FOOT . VERTICAL JO I ST:.LOAD . EXAMPLE :. . 8" 51# GIVEN 8" DIAMETER ,:MAIN_. TRUSSES: ®' 5 : 0/C ...' 6" 32# FIND :''JOIST DESIGN`_LOAD. :.. 5" 24# SOLN : - ,51 # /FT X 10' = 510# 4" 17# ADDN'L PER NFPA #13 = 250# 3 -1/2" 14# 760 # /HGR. ALL HANGERS TO-BE DESIGNED, SUPPLIED & INSTALLED BY THE 'SPRINKLER SUPPLIER. '. SPRINKLER LATERAL SWAY. BRACING, FOR SEISMIC DESIGN CATEGORY -C. D E, F.(AT. .90 DEGREES TO 2 -1/2" NOM. DIA.. &:LARGER PIPE).'TO:BE: . a.. SPACED A MAXIMUM OF 40 :FT. OR :AS:ALLOWED. BY N.F.P.A. #13 b. BRACED FROM THE MAIN TO A,ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED. .& 1NSTALLED BY THE SPRINKLER SUPPLIER.. c. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT-OF WATER FILLED PIPE TIMES ..THE „SWAY . BRACE. SPAC.I NG.,... PLUS -.THE . WE I.GHT .OF :..TR I.BUTARY ..BRANCH LINE- WATER FILLED PIPE. . CROSS MAIN BRACING. MUST BE..ADEQUATELY FASTENED TO.THE MAIN FRAME BEAMS. 7. THE SPRINKLER DESIGNER'IS TO PROVIDE THE CONTRACTOR, ARCHITECT, ENW & -THE ROOF SUPPLIER WITH LOCATIONS AND DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH THEIR. DESIGN LOADS`, SO THESE LOADS.CAN.BE DESIGNED INTO. THE JOISTS, ETC. . 8. THE SPRINKLER CONTRACTOR /DESIGNER SHALL SUBMIT: a. PLAN WITH'.LOCATIONS AND LOADS OF ALL HANGERS. . b. DETAILS AND CAPACITIES OF ALL HANGERS USED. 9. THE MBS ROOF DESIGNER TO PROVIDE & INSTALL ADDITIONAL BRACES TO TAKE THE SWAY BRACE LOAD FROM THE SWAY BRACE INTO THE ROOF LATERAL RESISTING SYSTEM. SPECIAL INSPECTIONS AND TESTS INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING AGENCY. THE SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTION INSPECTORS SHALL BE REGISTERED WITH THE WASHINGTON ASSOCIATION OF BUILDING OFFICIAL (WABO), AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO CONSTRUCTION. SOILS: CONCRETE: CONC. EXPANSION & MASONRY ANCHORS & DRILLED -IN DOWELS STEEL: MASONRY: LIGHT GAGE STEEL FRAMING: FABRICATORS: REPORTS: VERIFY THAT SITE PREPARATION, FILL PLACEMENT AND IN -PLACE DENSITY MEET REQUIREMENTS OF APPROVED SOILS REPORT. IN ACCORDANCE WITH TABLE 1704.4 OF IBC AND REFERENCED STANDARDS. . PERIODIC INSPECTION: VERIFY REINFORCING STEEL AND PLACEMENT. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. VERIFY PLACEMENT OF EMBEDED CONNECTIONS, DOWELS, AND ANCHOR BOLTS. VERIFY USE OF REQUIRED MIX DESIGN. VERIFY. MAINTENANCE OF SPECIFIED: CURING TEMPERATURE AND TECHNIQUES..:. • COPY` OF [ CC REPORT FOR ANCHORS. OR. ADHES IVE. SYSTEM USED .... MUST BE AVAILABLE AT JOB SITE.. VERIFY ANCHORS OR ADHESIVE : SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. . PERIODIC INSPECTION: . SINGLE -PASS FILLET WELDS 5/16 -INCH OR LESS. COLD - FORMED STEEL FRAME WELDING. WELDING OF STUDS. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A -706. WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING CONTINUOUS INSPECTION.. STEEL JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. LEVEL 1 IN ACCORDANCE WITH TABLE 1704.5.1 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: WELDING OF REINFORCING. GROUT PLACEMENT. GROUTING OF BONDED PRESTRESSED TENDONS. PREPARATION OF ANY REQUIRED GROUT AND MORTAR SPECIMENS AND PRISMS. PERIODIC INSPECTION: ALL OTHER TASKS AS DESCRIBED IN TABLE 1704.5.1. VERIFY SIZE, GAGE AND. SPACING. INSPECT WELDING. VERIFY CERTIFICATION OF WELDERS. SPECIAL INSPECTION OF STRUCTURAL FABRICATORS IS NOT REQUIRED IF FABRICATOR IS REGISTERED AND APPROVED TO DO SUCH WORK WITHOUT SPECIAL INSPECTION. PROVIDE REPORTS IN ACCORDANCE WITH SECTION 1704.1.2 OF ICC AND QUALITY ASSURANCE SECTION OF THESE GENERAL NOTES. -0 0 7 2. REGtivtu CITY OF TUKV LA MAR 0 b 2012 PERMIT CENTER . N N N a . m 'O PERMIT SUBMITTAL • I cn :o . • : DAN LAKE Checked' 02-22-12 date REGtivtu CITY OF TUKV LA MAR 0 b 2012 PERMIT CENTER 41930440191xtb-93044019.dwg -1-" CAP FE EA. H.S.S. SEAL WELD ALL AROUND) H.S.S STRONGBA K 8x8xre 0 JAMB EXISTING P.C. PANEL JOIST MIN. DETAIL 01 DETAIL a2 0" OPNG. M VFY. PER ARCH z R.O. PER DETAL a 1 1, -0" ELEVATION MIN. 1 "x4 "Rw /2- 1"0 ANCHORS (EMBED 5" MIN.) SEE "NOTE" BELOW SECT. A -2.1 TYP. P. 1 i ., DETAIL a2 R in x 9" w/ 2- 1"05 HILT! RE -500 EPDXY ANCHORS (EMBED 5 "). SECTION A -2.1 NOTES: = 1 -0" 1.) CONCRETE ANCHORS: USE HIT -RE 500 -SD ADHESIVE IN CONCRETE, INSPECT PER I.C.C. ESR -2322 IN CONC. SLAB. 2.) DO NOT SUBSTITUTE OTHER ADHESIVES FOR THE HIT RE -500 WITHOUT PRIOR WRITTEN AUTHORIZATION FROM E.N.W. 3.) DO NOT OVER CUT OPENINGS AT CORNERS, TYP. u) #4x2' -0" H. DWLS. 2' -O "oc EPDXY DOWEL PER NOTE (EMBED 44 ") MTh-4 1.) INST�LL #4 DWLS. g IN 0 HOLES & #5 DWLS. IN "0 HOLES FILLED w /HILTI HIT HY-150 MAX. ADHESIVE PER LC.C. -ESR REPORT #ESR -1 967 DATED JAN 1, 2009. 2.) PROVIDE SPECIAL INSPECTIONS PER I.C.C. -ESR -1967 0' -0" (E) CONCRETE L3 x3 CONN. ANGLE TYPICAL TYPICAL 1 N F1 LL DETAIL SECTION B-2.1 (LOCATE OPNG. PER ARCH.) NEW C12x20.7 PER ELEV. . -0- TYP. L4x4x s x 0' -7" SET ANGLE w/ 3 "0 BOLT 3" _ 1%-0" 4 - z 1 t 16 DETAIL a3 T.0.W. EXIST. WALL TOP & BOT. OF OPNG. #5 x 2' -0" DWLS: ® 2' -0 "oc EPDXY DOWEL PER NOTE (EMBED 5 ") CENTER DWLS. T. OF EXIST. WALL #5V.�© 2'- -0 "oc. ALIGN w/ DWLS. 8" C.M.U. FINISH TO MATCH EXIST. WALL 2 #4 0 2' -O "oc HORIZ. PLACE 1 EA. SIDE OF VERTICALS MASONRY INFILL OF EXIST. WALL OPNG. PER PLAN L3x3x1 x 0' -7" TOP WILD ANGLE 12 "T. &B. 1,� 4 R.O. PER ELEV. SECTION G -2.1 NEW COL. PER PLAN & ELEV. 3" 1' -O" f A -2:1 TYP. 4- PLCS. 0 0 G -2.1 OPP. G -2. H -2.1 C12x20.7 P RC NEW SAWCUT OPENINGS DO NOT OVERCUT 0 O 0 C O NEW SAWCUT OPENINGS .DO. NOT OVERCUT ' -0" 12' -3" EQ. EQ. EQ. E 24' -3" MAX. R.0 EXISTING ROOF STRUCTURE w/ MTL. DECKING 0.145 "0 HILTI X -EDNI FASTENERS 0 2' -0 "oc PROVIDE DEEP LEG DEFLECTION TRACK AT NON RATED FULL HT. WALLS PER SCHED. EXISTING CONC. SHEAR WALL F -2.1 2.1 SECTION C -2. 5" EMBED C12x20.7 w/ 1"0 HILT! KWIK BOLT TZ (EMBED 5 "oc) 1' -6" STAGGERED 0 3" 4 ' -0" STRONGBACK COL BEYOND 14- SECTION H -2.1 30 = 1' -0" ELEVATION A T.O.W. DEFL TRACK PER SCHED. 2- #10 CAD 2' -0 "oc 1' -0" 4 - EXISTING ROOF STRUCTURE w/ MTL. DECKING 8"x11 "x18GA. STUD 0 2' -0 "oc w/ 2- #8 (1 E.S.) EA. END ONE HOUEk RATED WALL / CEILING: g" TYPE "X" GWB EA. SIDE OF MTL. STUDS 0 24 "oc (U.L. # U465 OR U.L. # U494) F -2.1 1 SECTION D -2.1 6 "x1 1 "x20GA. • STUDS 2' -0 oc. PER SCHEDULE BENT re. 1 0,N1? x 20GA. x O'-6" w/ 3- # 10 EA. WAY LOCATE E.E. EACH JOIST SHEATHING PER ARCH 2 1' -0,. 4 '-` 1' -0" MIN. SIMPSON H3 CAD 2' -O "oc 2 5 V. (1 E.F.). 2- 4. H. IN BOND BM. HORIZ. BAL. PER 8 -2.1 I 3' -4" M.O. MASONRY INFILL PER SECT. B -2.1 4" EMBED 6 "x1$"x20GA. PER SCHED.) STUDS 0 2' -0 oc w/ 2- #10 T.O. CONT. TRACK T. & B., E.E. (ALIGN w/ STUDS) "x2OGA. CONT. STRAP 0 MID SPAN w/ 1- #8 EA. STUD PROVIDE BLKG. ® 12' -0 "oc MAX. w/ 3-- #8 TO BLKG. SECTION E -2.1 4 - 1 '- „ MASONRY INFILL PER SECT. B -2.1 21 ELEVATION B MASONRY INFILL PER SECT. B -2.1 1,0 1, -0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION r.. ACCEPTABLE TO USE STD 1 i" CRC CONT. COLD ROLLED CHANNEL ® 4' -0 "oc VERTICALLY w/ 2 "/\2" x 18GA. BENT . R.: EA. .STUD w/ 2- #10 EA. WAY ® UNSHEATHED STUDS CONT. TRACK / {BLKG. 8' -0 "oc BEND UP 4" EA. END. EXIST. CONCRETE WALL SIMPSON S /LT1-20 0 4' -0 "oc 0 CONC. WAIL CONT. 16GA. TRACK w/ HILTI KWIK BOLT TZ CAD 4 -0 oc. ALIGN ENDS (EMBED 4") NSPREC ED INSTALLATION PER ICC -ES 1917 ` CALLOUT "x1 * APPROVED SUPPLIERS & THEIR CALLOUT FOR THESE ITEMS Fy(k.s.i.) I(in.4) 6 tx2OGA. STUD 2' -O oc . w/ 2- #8 (1 EA. SIDE) E.E. STUD BLOCKING „ ■ METAL STRAP PER SECT. F -2.1 CAD UNSHEATHED EDGES CEILING JOISTS & BLKG. ** 6" x 18 x 20GA. T _-- 33 1.7168 0.5723 PERMIT SUBMITTAL .5488 600S162 - 33 (33ksi) WALL TOP TRACK ** (U.N.O.) 31" x 1i" x- 16GA. L -50 ,P 0.31 • t 0.37 - { SHEATHING PER ARCH EXISTING CONC. SHEAR WALL F -2.1 2.1 SECTION C -2. 5" EMBED C12x20.7 w/ 1"0 HILT! KWIK BOLT TZ (EMBED 5 "oc) 1' -6" STAGGERED 0 3" 4 ' -0" STRONGBACK COL BEYOND 14- SECTION H -2.1 30 = 1' -0" ELEVATION A T.O.W. DEFL TRACK PER SCHED. 2- #10 CAD 2' -0 "oc 1' -0" 4 - EXISTING ROOF STRUCTURE w/ MTL. DECKING 8"x11 "x18GA. STUD 0 2' -0 "oc w/ 2- #8 (1 E.S.) EA. END ONE HOUEk RATED WALL / CEILING: g" TYPE "X" GWB EA. SIDE OF MTL. STUDS 0 24 "oc (U.L. # U465 OR U.L. # U494) F -2.1 1 SECTION D -2.1 6 "x1 1 "x20GA. • STUDS 2' -0 oc. PER SCHEDULE BENT re. 1 0,N1? x 20GA. x O'-6" w/ 3- # 10 EA. WAY LOCATE E.E. EACH JOIST SHEATHING PER ARCH 2 1' -0,. 4 '-` 1' -0" MIN. SIMPSON H3 CAD 2' -O "oc 2 5 V. (1 E.F.). 2- 4. H. IN BOND BM. HORIZ. BAL. PER 8 -2.1 I 3' -4" M.O. MASONRY INFILL PER SECT. B -2.1 4" EMBED 6 "x1$"x20GA. PER SCHED.) STUDS 0 2' -0 oc w/ 2- #10 T.O. CONT. TRACK T. & B., E.E. (ALIGN w/ STUDS) "x2OGA. CONT. STRAP 0 MID SPAN w/ 1- #8 EA. STUD PROVIDE BLKG. ® 12' -0 "oc MAX. w/ 3-- #8 TO BLKG. SECTION E -2.1 4 - 1 '- „ MASONRY INFILL PER SECT. B -2.1 21 ELEVATION B MASONRY INFILL PER SECT. B -2.1 1,0 1, -0" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION r.. ACCEPTABLE TO USE STD 1 i" CRC CONT. COLD ROLLED CHANNEL ® 4' -0 "oc VERTICALLY w/ 2 "/\2" x 18GA. BENT . R.: EA. .STUD w/ 2- #10 EA. WAY ® UNSHEATHED STUDS CONT. TRACK / {BLKG. 8' -0 "oc BEND UP 4" EA. END. EXIST. CONCRETE WALL SIMPSON S /LT1-20 0 4' -0 "oc 0 CONC. WAIL CONT. 16GA. TRACK w/ HILTI KWIK BOLT TZ CAD 4 -0 oc. ALIGN ENDS (EMBED 4") NSPREC ED INSTALLATION PER ICC -ES 1917 USE THIS DETAIL FOR DEMISING WALL STUDS SHEATHED ONE SIDE ONLY & WHERE: UNSHEATHED EA. SIDE OF : MALL RUN STRAPPING / BLOCKING EA. SIDE 5" TYPE X GYP BOARD _ SHEATHING (BLOCK - ALL.... __ EDGES) LOCATE PER ARCH.. TRACK / BLOCKING BEND UP4 "0 EA. END 12" x 20GA. CONT. FLAT STRAP w /(1) SCREW MIN. ® EA. STUD & 4 SCREWS STRAP TO BLOCKING MIN. (TYP. WALLS WITH SHEATHING ONLY ON ONE SIDE) i "0 HILTI KWIK BOLT 17 32 "oc. EMBED 32" SECTION F -2.1 4 '- -0" MIN. 4 SCREWS STRAP TO BLOCKING 12" x 20GA. CONT. FLAT STRAP TRACK BLOCKING SIZE & GA. TO MATCH STUDS, PLACE 0 10' -8 "o /c MAX. ALONG WALL & 0 EACH END OF WALL BEND UP 4" O EA. END (BLOCK ALL PLYWOOD EDGES) STUDS 0 16 "oc w/ 2 -STUDS MIN. DIRECTLY BELOW EACH JOIST. IF SCREWED: USE. (2).:: #10 SCREWS FROM EACH TRACK FLANGE TO STUD FLANGES NOTE: SEAT STUD WEB TIGHT TO TRACK WEB O TOP & BOT. • OF STUDS LIGHT GAGE & MISC. PARTS SCHEDULE ITEM CALLOUT MINIMUM PROPERTIES * APPROVED SUPPLIERS & THEIR CALLOUT FOR THESE ITEMS Fy(k.s.i.) I(in.4) S(in.3) N ti 0 N O SSMA I.C.C. ER -4943P CEILING JOISTS & BLKG. ** 6" x 18 x 20GA. T MIN. 33 1.7168 0.5723 PERMIT SUBMITTAL .5488 600S162 - 33 (33ksi) WALL TOP TRACK ** (U.N.O.) 31" x 1i" x- 16GA. L -50 0.67 0.31 • 0.34 0.37 - 362T125 - 5.4 (50ksi) WALL GOT. TRACK ** (U. N.O.) 93044019 job no. . 72 1 W 3 DAN LAKE checked 02-22-12 date . USE THIS DETAIL FOR DEMISING WALL STUDS SHEATHED ONE SIDE ONLY & WHERE: UNSHEATHED EA. SIDE OF : MALL RUN STRAPPING / BLOCKING EA. SIDE 5" TYPE X GYP BOARD _ SHEATHING (BLOCK - ALL.... __ EDGES) LOCATE PER ARCH.. TRACK / BLOCKING BEND UP4 "0 EA. END 12" x 20GA. CONT. FLAT STRAP w /(1) SCREW MIN. ® EA. STUD & 4 SCREWS STRAP TO BLOCKING MIN. (TYP. WALLS WITH SHEATHING ONLY ON ONE SIDE) i "0 HILTI KWIK BOLT 17 32 "oc. EMBED 32" SECTION F -2.1 4 '- -0" MIN. 4 SCREWS STRAP TO BLOCKING 12" x 20GA. CONT. FLAT STRAP TRACK BLOCKING SIZE & GA. TO MATCH STUDS, PLACE 0 10' -8 "o /c MAX. ALONG WALL & 0 EACH END OF WALL BEND UP 4" O EA. END (BLOCK ALL PLYWOOD EDGES) STUDS 0 16 "oc w/ 2 -STUDS MIN. DIRECTLY BELOW EACH JOIST. IF SCREWED: USE. (2).:: #10 SCREWS FROM EACH TRACK FLANGE TO STUD FLANGES NOTE: SEAT STUD WEB TIGHT TO TRACK WEB O TOP & BOT. • OF STUDS LIGHT GAGE & MISC. PARTS SCHEDULE ITEM CALLOUT MINIMUM PROPERTIES * APPROVED SUPPLIERS & THEIR CALLOUT FOR THESE ITEMS Fy(k.s.i.) I(in.4) S(in.3) A(in.2) ry SSMA I.C.C. ER -4943P CEILING JOISTS & BLKG. ** 6" x 18 x 20GA. T MIN. 33 1.7168 0.5723 0.3340 .5488 600S162 - 33 (33ksi) WALL TOP TRACK ** (U.N.O.) 31" x 1i" x- 16GA. L -50 0.67 0.31 • 0.34 0.37 - 362T125 - 5.4 (50ksi) WALL GOT. TRACK ** (U. N.O.) 3$ "x 14" x 16GA. C 1 50 0.67 0.31 0.34 0.37 362T125 - 54 (50ksi) WALL STUDS 31" x 11" x 20GA. C a 2 "MIN. 33 0.5227 0.2284 0.2519 0.5867 362S162 - 33 (33ksi) WALL TOP TRACK ** 6" x 22" x 16GA. C 50 - -- - -- --- - -- 600SLT250 - 54 (50ksi) WALL BOT. TRACK ** 6" x 14" x 20GA. C 33 2.24 0.59 0.48 0.33 600T125 - 54 (50ksi) WALL STUDS 6" x 1 g" x 20GA. E---g--1-MIN. 33 1.712 0.4954 0.3340 0.5488 600S162 - 20 (33ksi) 8" DEMISING WALL -- - -- - -- - -- - -- __- WALL TOP TRACK ** 8" x 22" x 16GA. C 50 - --- - -- - -- - -- 800SLT250 - 54 (50ksi) WALL BOT. TRACK ** 8" x 11" x 18GA. • [ 50 3.8724 0.9681 0.4871 0.3766 800T125 - 43 (33ksi) WALL STUDS 8" x 18" x 18GA. E 2 "MIN. 50 4.4671 1.1168 0.5254 0.5206 800S162 = 43 (33ksi) 12" x 2OGA. BRACING .. STRAPS (HORIZ. IN WALLS) 12'" WIDE x 20GA. FLAT STRAP : ALT. • 12" �x 16GA. C.R.C. 33 - -- _ -- _ -- - -_ - �- CI 2" x 2" x 20GA. ANGLE 33 - -_ -- -- . - _ - -- SCREWS . (MTL TO MTL.) .#8 -18 x 1" HWH #2 OR • PPH #2 . HILT! PE w/lrf6 MIN. HEAD. (G.W.B.S TO MTL) #10 -24 x 12" P . #3 HILTI NOTES: * SUBSTITUTION OF OTHER SUPPLIERS FOR THESE ITEMS NOT ALLOWED. ** THESE JOIST & TRACK MEMBERS TO BE UNPUNCHED. RECItivt u IYOFTUKML. MAR 0b2012 MIT CENTER TENANT IMPROVEMENT }