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HomeMy WebLinkAboutPermit D11-239 - ACADEMY SCHOOLSACADEMY SCHOOLS 14601 INTERURBAN AV S Di 1-239 City ATukwila • 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 DEVELOPMENT PERMIT Parcel No.: 3365901370 Address: 14601 INTERURBAN AV S TUKW Suite No: Project Name: ACADEMY SCHOOLS Permit Number: D11 -239 Issue Date: 08/24/2011 Permit Expires On: 02/20/2012 Owner: Name: TWO BROTHERS LLC Address: PO BOX 88921 , SEATTLE WA 98138 Contact Person: Name: BRAD NEIL Address: 4035 S 275 PL , AUBURN WA 98001 Contractor: Name: PRECISION BUILDERS INC Address: PO BOX 98609 , DES MOINES WA 98198 -0609 Contractor License No: PRECIBI151C2 Phone: 206 992 -8861 Phone: 206 878 -2948 Expiration Date: 01/19/2012 DESCRIPTION OF WORK: REMOVE (6) WALLS (THREE OF WHICH ARE SHEAR), ADD ON SHEAR WALL, ADD (13) PARTITION WALLS, ADD (2) BATHROOMS, AND EMERGENCY LIGHTING. CHANGES ALSO BEING MADE TO CEILINGS, DOORS, AND WINDOWS. (PLUMBING, ELECTRICAL, AND HVAC WORK TO BE APPLIED FOR UNDER SEPARATE PERMITS.) Value of Construction: $80,000.00 Fees Collected: $2,094.06 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: VB Occupancy per IBC: 0009 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D11-239 Printed: 08 -24 -2011 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: 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 permit. D) Signature: Date: Print Name: (& d 4 i E' i AJE l 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: 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. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. doc: IBC-7/10 011 -239 Printed: 08 -24 -2011 7: There shall be no occupancy of a buildintil final inspection has been completed and il roved by Tukwila building inspector. No exception. 8: 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. 9: 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. 10: 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). 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 12: 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. 13: ** *FIRE DEPARTMENT CONDITIONS * ** 14: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 15: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 16: 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) 17: 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) 18: 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) 19: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable 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) 20: Maintain fire extinguisher coverage throughout. 21: 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) 22: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 23: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit panic hardware on rated fire doors. (IFC 1008.1.9) 24: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 25: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress doc: IBC -7/10 D11-239 Printed: 08 -24 -2011 travel. Access to exits shall be marked by re y visible exit signs in cases where the exit or he path of egress travel is not immediately visible to the occu). Exit sign placement shall be such that no t in an exit access corridor is more than 100 feet (30,480 mm) o to listed viewing distance for the sign, which is less, from the nearest visible exit sign. (IFC 1011.1) 26: 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) 27: 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) 28: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot -candle (11 lux) and a minimum at any point of 0.1 foot -candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot -candle (6 lux) average and a minimum at any point of 0.06 foot -candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to- minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.4) 29: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 30: Maintain sprinkler 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) 31: 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) 32: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2050). 33: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 34: 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) 35: 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) 36: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for tills project. 37: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 38: 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. 39: In occupancies of Groups A, E, I and R -1 and dormitories in Group R -2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 805.1, 805.2) 40: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 41: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: IBC -7/10 D11 -239 Printed: 08 -24 -2011 42: These plans were reviewed by Inspecto.1. If you have any questions, please call Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D11 -239 Printed: 08 -24 -2011 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.qov Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (M10-Dtb) For o1' ce use onl 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 ,( King Co Assessor's Tax No.: ,33Cr 7/1 137D Site Address: W !70 1 v ev' N Y bq/M ✓g Si �u i Suite Number: Tenant Name: AGA!J t nay 5d-iced( l ( Property Owners Name: '71/10 3i4d 44 e,- L L L. Mailing Address: p0 3 4 gsma ) New Tenant: 0 Floor: Yes 127-.No Seo City W,19 9g13 State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: 612-41.. ( L Mailing Address: L/0.35 S ?S P - u6Clrvi E -Mail Address: b/"tc,d, 1 eri,caii , Day Telephone: 06. -9 9,7 -986 / IV `/J'aa City State Zip Fax Number: ale e - Sys - 77/ GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: P 1' ec S 11) h /3 U r 1 d e rs 114, c_ Mailing Address: P 0 t3 r, ! € O c7 Contact Person: La rod_ Lee E -Mail Address: 10 rectS l rlvib(t ti Ger- / 111C, t Contractor Registration Number: p£ CI 13 eehi C.Z City State Zip Day Telephone: o20 9 Y f Fax Number: ti20ii ' g ?K'' c(6, % 1- icy ZctZ Expiration Date: ARCHITECT OF RECORD - All plans must be stamped by Architect of Record Company Name: Oa S S e4-td 14 rC r toC }S_ Mailing Address: 71 Kr)) u >� h r tr c 5� Su t e 6 e / u)19 g City State Zip Day Telephone: O & -3 9Sv 9 Fax Number: 01 0 te 3 .I o - 95-/ C7 Contact Person: e d U) a/t C( /V of l a YZ ( E -Mail Address: }�' �r% /Q Y►G e 1' Q'7'e h' i CZ rc, h CO T ENGINEER OF RECORD - All plans must be stamped by Engineer of Record Company Name: 4-\- YI DP I SL 1 Mailing Address: 3 / 8 aO tt3 rd Azle 5. Sti, / IP rr Contact Person: Mil V k h C! er C�Yt E -Mail Address: Yl'IGMC1 / er.j, -r, f ounofrS1 -pC H: Applications \Forms- Applications On Line\2010 Applications \7 -2010 - Permit Applicationdoc Revised: 7 -2010 bh 3�l f //c l u/acj W 9 `701:13 City State Zip Day Telephone: c2 S3 - ! � R`7 a 9 Fax Number: 1253 - 7 y/ -913`'' Page 1 of 6 BUILDING PERMIT INFORMATION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ g0, 0 V Existing Building Valuation: $ 1 s 5' v ,1 i (i(cM Scope of Work (please provide detailed information): R.emc,c.`Z (p WU )k (3.5{tt .slim k-) 1 A 00 ,1')l S lea r Gl a ( ( r ADD 13 I d a ( w a l l s 1-441040- d A r v '» a 4 - - ► d 41 ec e S S C ' i ' - L L p L . � c ` „ lul r).-]* J P c. it, � P 'v10 �ez�� l r ill � , J , 1- I re .9-4arnh 4 5/7r- mk //'t 5/5P le*,- 4Ov ac, o� 1,1 e w enc. (th,2, 4 re (4,- (5'). A-cec ce(11� --Eloars ? W14- IGf o w<' (wI1YYdt) Will there be new rack storage? ❑ Yes [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) /0i *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: PA- Will there be a change in use? ❑ Yes p' No If `yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: Er- Sprinklers IE--- Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes IsT No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 ” paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications \Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 9, 9oQ 9000 V E 2ed Floor 3' 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) /0i *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: PA- Will there be a change in use? ❑ Yes p' No If `yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: Er- Sprinklers IE--- Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes IsT No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 ” paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications \Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 PERMIT APPLICATION NOTES - Applicable to all permits in this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 OR AUT IZ /ENT�/ otader/m Signature: , I��L�� Print Name: _ / / < '' Mailing Address: �% h!in // W /.i 41 d4te: 7.791/ �, j epho�: _ • • IDate Application Accepted: oltekolt\ Date Application Expires: c Ty 12-- State Staff Initials: Zip H: \Applications \Fours- Applications On Line \2010 Applications \7 -2010 - Permit Application.doe Revised: 7 -2010 bh Page 6 of 6 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT ParcelNo.: 3365901370 Permit Number: D11 -239 Address: 14601 INTERURBAN AV S TUKW Status: PENDING Suite No: Applied Date: 07/20/2011 Applicant: ACADEMY SCHOOLS Issue Date: Receipt No.: RI 1 -01517 Payment Amount: $2,094.06 Initials: JEM Payment Date: 07/20/2011 11:52 AM User ID: 1165 Balance: $0.00 Payee: ACADEMY SCHOOLS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5450 2,094.06 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $2,094.06 1,266.40 823.16 4.50 doc: Receipt -06 Printed: 07 -21 -2011 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: AO RNt'1 rcfrinoLs. Type of Inspection: f"i t,.1At~ Address: 1LI6O1 J - zt, 4AN,j Date Called: Special Instructions:, Date Wanted:: I C, I t Cr //Z, ik.m. p.m. Requester: Phone No: ZC(n a36 (0- l'- MApproved per applicable codes. Corrections required prior to approval. COMMENTS:`, L. A Z l�6 AP.D /L\/t'J Insp -tor: Date: / ir", SPECTION FEE REQU FED. Prior to n xt inspection. fee must be d at 6300 Southcenter RIM., Suite 100. Call to schedule reinspection. eL Y INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: A0/1/../ti if—Seffe, 4S Type of Inspection: e—/;-;F• ?6,/Vey-2/6/i7/ -AI d Address: /1--) / ..1- A.Merl,'/» / Date Called: Special Instructions: : �3d Date Wanted: /4— /Z/ 2 m Requester: /-? /elf/ Phone No: .21/6356/530 171.4,pproved per applicable codes. Corrections required prior to approval. COMMENTS: Date: — i2 "t2 Rp N PECTION FEE REQU `` FED. Prior tl nekt inspection. fee must be gaid t 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. gspecto : + — adairde.. INSPECTION RECORD fJ Retain a copy with permit INSPEC ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188. 1F,, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 1-z35 Project: T Type of Inspection: Address: D F k Date Called: Special Instructions: D Date Wanted:. ( (a.m'). Requester: Phone No: _ DEa—= �1(0'I..- ‘51....s. • Approved per applicable codes. a Corrections required prior to appioval. COMMENTS: 1 r E4 SPECTION FE REQUIRE ' . Prior to n - xt inspection, fee must be pfd at 6300 Southcenter Blvd., Suite 100 all 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 fz_ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 3 2 3 `t Projjeect: t 1C .' 0(14A(4 SO 4.4,00(...c. ' Type of Inspection: r {t , \ANty./ C, Address: 1Li(,Ot IPf1TrraiIkf. ,Ak1 Date Called: IA Ui S Special Instructions: - Date Wanted:. i2 -- - ?2, -1 i a.m. Cpm: Requester: Phone No: -206 -.- i (, 1�.) 30 Approved per applicable codes. Corrections required prior to approval. ,f COMM .ENTS: het Date: / SPECTION FEE REQUIR�D. Prior tgrnext inspection. fee must be id at 6300 Southcenter Blv .. Suite 100. Call to schedule reinspection. — INSPECTION RECORD Retain a copy with permit INSPEC19ON 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 D/ /-23i Project: ge4c)Fi'iq/ L5y7// S Type of Inspection: f/? 1g11 "d 1 L Address: / 4-/ 6 U _L-^/7-412/4.6.4A/ Date Called: Special Special Instructions: • Date Wanted: .r 8' -.2>- /1 P.m. Requester: Phone No: ElApproved per applicable codes. D Corrections required prior to approval. COMMENTS: y)hifse. ,474p/dv& IA. i/ /S A eo d -' — 4)/aJ4'A7 n •ect • Date: 8-2S— 1) NSPECTION FEE RE UIRED. Prio to next inspection. fee must be id at 6300 Southcenter Blvd.. Suite 00. Call to schedule reinspection. 41 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Or l -23/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION v 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proje1ct: ((�� / Type o nspectioq: Address: f4(ni1 AIM/ -LfI.? h1 Date Called:, Special Instructions: Date Wanted: -' { 1J"(/ a.m. `gym` Requester: hone No ( p — 3 l' (p 1 53 4 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: / 4 r A CJEA , 6,))0 off REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N INSPECTION NUMBER . •• INSPECTION RECORD Retain a copy with permit - .. -:: E. ..- ....7••=••• . -3 -. • - s -ov,8 - eq31 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: � `e � C e) �)-•456/5 Tyke of Inspen: lA r N Address: Suite #: l y6p � y Z A- S Contact Person: Special Instructions: Occupancy Type: Phone No.: ?/„....,,Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:) 4 '.1---‘ S c9-- Date: -/g ? /i2 Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 l INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit --- -- D !J -9 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Pro' ct: -e�er SI ��viS Type of Inspection: FA Address: )�� f} Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: _ Pre -Fire: Permits: Occupancy Type: c-if Te gt- i , c-9 S-rt ei>e C 0 r_ g s code. v 1 a--114, 5-" - -r -tycco IA- . UsAi t.i vr,..) = - p-e %U J P1 ANS QA.) Si' s-V S GLe kte.- _T.-)0614A-al + oil Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: _ Pre -Fire: Permits: Occupancy Type: Inspector: --j).-- &---- Date: - / - /-Z Hrs.: v $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • 7.1 • • 4 • A • • •t I INSPECTION NUMBER • •• 'try.. :r.: _ r.' f INSPECTION RECORD Retain a copy with permit 1)11-- ?-3 1/- S— a PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: \ 7i de-h-r scin. Type of Inspection: 5/O- -cr0t,IV -� Address: c6 I Suite #: Z 64 S Contact P rson: 6i Special Instructions: Occupancy Type: Phone No.: V.Approved per applicable codes. Corrections required prior to approval. COMMENTS: se Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: !jI/\ , �d__ Date: 7/1 i //2_ Hrs.: j $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: 1 State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • 000 Anderson - Peyton 0071 Structural Engineering Consultants 000 A Division ofACP Consultants, Inc 31620 23rd Ave. S. Suite 321, Federal Way, WA 98003 Phone (253) 941 -9929 Fax (253) 941 -9939 Memo #1 From Bret Brasher o eo ❑ Confr. ❑ Info. Page 1 of 6 Distribution: Date: August 9, 2011 Time: Mark Anderson Project: Academy Schools Project No. 11 -079 Allen Johannessen Person: Ed Noland Phone No. 206 - 340 -9500 Company: Bassetti Architects Fax No. Subject: Responses to City's Review (Plan Check/permit Number D11 -239) Sent Via Fax ❑ Email 0 Billing File ❑ Ed, FILE COPY Following is a summary of items Anderson Peyton has revised due to City of Tukwila's review comments as requested. Response to City's 8 -1 -11 Comments: 5. As requested we are providing four sets of wet stamped plans and engineering calculations for re- submittal. We have modified the plans by adding detail 3 on Sheet S1.0 for non - structural wall top of wall connection as requested. Calculations for size of stud track and wire size and spacing are enclosed for your reference. The wood structural wall had already been covered by Detail 1 on our initial submittal. Feel free to contact us if you have any questions on our summary or wish to discuss things further. We can be reached at 253- 941 -9929. Sincerely, Anderson - Peyton Structural Engineering Consultants Bret I. R. Brasher, P.E. Associate, Sr Project Manager Enclosed: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 92 2011 City of Tukwila BUILDING DIVISION RECEIVED AUG 0 9 2011 PERM1TOENTER (Four sets of wet stamped Structural Plans and supporting calculations) CORRECTION bft 239 = Anderson - Peyton 7310 Structural Engineering Consultants 1®1 A Division of ACP Consultants. Inc. PROJECT 4 VAr n JOB # 1 )-" 0 7 % SHEET OF OF DESIGNED a) vt-8 DATE CHECKED DATE )1, \A- (4 k.L 1 -4u.< ICU ON) — CAHLL 5--r--44,14 _ n& C HQN-- Pit -t..)-t1 -4L ch 1,4 ,14V0 cctLipy)) HelbN.1, 51 +T A-3) vvvt 110 cps w = (iIzJiJ@, v- ; 2-s PL-F / 71'''7 1/ oft, 12 C, L..I�� 01.) ►'-& H+ 0 I pk...L. bhl e ICI- C1500►.1)(0L z luo ►hj I 1— (iA- ra -PAt. t 7-1 ry -A3k 2 �/ 'e C ( QSU b) (3 (D,D 0.2) It b� Pt-A- '1) 1 ( S-J S r Ty F6O L o I. to l l=,,_ D , ))O,S Ihs > lkz Ohs 2� rid- oK 1141 (*NO) q3,O0 T 15 0 -X3 TPA444 ` -:r p F P• �,2 CuitAP pK 1 ; 6o3-r- 1.1-s -r) 3 T S i 7`f F-vt -- wtlfit, 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 CFS Version 6.0.4 Analysis: TYpical Track Section Check 8- 8- 11.anl 4 ft Span Simple Track Academy School Rev. Date: 8/8/2011 5:25:13 PM By: Bret Brasher Printed: 8/8/2011 5:26:21 PM Bret Brasher Anderson - Peyton Structural Engineers Academy School 600S125 -33 Stud Page '3 Typical Non - Structural Track Member Check - 2007 North American Specification - US (ASD) Load Combination: Combination 1 Design Parameters at 2.0000 ft: Lx 4.0000 ft Ly Kx 1.0000 Ky 1.3333 ft 1.0000 Section: 600T125- 33.sct Material Type: A653 SQ Grade 33, Fy =33 ksi Cbx 1.0135 Cby 1.0000 Cmx 1.0000 Cmy 1.0000 Braced Flange: None Red. Factor, R: 0 Loads: Total Applied Strength P Mx (lb) (lb-ft) 0.0 50.00 0.0 50.00 1934.6 489.47 Lt Kt 1.3333 ft 1.0000 ex 0.0000 in ey 0.0000 in Stiffness, k(I): 0 lb Vy My (lb) (lb -ft) 0.0 0.00 0.0 0.00 622.3 10.79 Effective section properties at applied loads: Ae 0.29396 in'2 Ixe 1.4282 in"4 Sxe(t) 0.46479 in"3 Sxe(b) 0.46479 in'3 Vx (lb) 0.0 0.0 975.3 Iye 0.0338 inA4 Sye(1) 0.17227 in'3 Sye(r) 0.03209 inA3 Interaction Equations NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.102 + 0.000 = 0.102 <= 1.0 NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.102 + 0.000 = 0.102 <= 1.0 NAS Eq. C3.3.1 -1 (Mx, Vy) Sqrt(0.010 + 0.000)= 0.102 <= 1.0 NAS Eq. C3.3.1 -1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 6.0.4 Analysis: TYpical Track Section Check 8- 8- 11.anl 4 ft Span Simple Track Academy School Rev. Date: 8/8/2011 5:25:13 PM By: Bret Brasher Printed: 8/8/2011 5:27:06 PM Bret Brasher Anderson - Peyton Structural Engineers Academy School 600S125 -33 Stud Typical Non - Structural Track Load Combination: Combination 1, Y Direction Reaction (Ib) Shear (Ib) Moment (Ib -ft) Deflection (in) 50 50 9 50 -50 50 - 0.0034177 W. 1t 11• tJGLL45. ore See also music wire gauges. • American Wire Gauge (AWG) • Birmingham Wire Gage • British Standard Wire Gage • Brown & Sharpe Wire Gauge (AWG) • Imperial Wire Gauge • French wire gauges: Jauge de Paris, Jauge JaDy • London Gage • Morse Twist Drill Gauge • Needle Wire Gauge • Old English Wire Gage • Standard Wire Gage • Stub's Steel Wire Gauge • Washburn & Moen Wire Gauge • Whitworth's Wire Gauge rase) Note that 4/0 (pronounced "four aught ") is an abbreviation for 0000, 2/0 for 00, and so on. The colored bars are simply to help you locate values. Click for a more printable version (pdf). Common Wire Gauges Based on Diameter in Inches. All dimensions in inches. Gauge A American B Birming- S Stubs' W Wash- I Imperial W Whit- S Steel Wire 9/0 — — — — — — — — — — — — 0 0.005 8/0 — — — — — — — — — — — — 0 0.0055 7/0 — — — — — — 0 0.4900 0 0.5000 — — 0 0.006 6/0 0 0.5800 — — — — 0 0.4615 0 0.4640 — — 0 0.0065 5/0 0 0.5165 0 0.500 — — 0 0.4305 0 0.4320 — — 0 0.007 4/0 0 0.4600 0 0.454 — — 0 0.3938 0 0.4000 — — 0 0.0075 http://www.sizes.com/materls/wire.htm 8/8/2011 J1GGJ 01 YY11G V0.Ub'tiJ rage co Gauge American or Brown & Sharpe Wire Gauge / V"�( Birming- ham or ' tubs' on Wu e Stubs' Steel Wire Gauge Wash- burn & Moen; Roebling; or American Steel and Wire Co. Imperial Wire Gauge Whit- worth's Steel Wire Gaug -, Water . ury . ,, 917 3/0 0.4096 0.425 - 0.3625 0.3720 0.008 2/0 0.3648 0.380 - 0.3310 0.3480 - 0.0085 0 0.3249 0.340 0.3065 0.3240 r - 0.009 1 0.2893 0.300 0.22' 0.2830 0.3000 0.001 0.010 2 0.2576 0.284 0.2191 0.2625 \0.2437 0.27 0 0.002 0.011 3 0.2294 0.259 0.212 0. 20 0.003 0.012 4 0.2043 0.238 0.207 h.2253 .2320 0.004 0.013 5 0.1819 0.220 0.204 0. 070 0.2120 0.005 0.014 6 0.1620 0.203 0.201 0.190 / 0.1920 0.006 0.016 7 0.1443 0.180 0.199 0.1771 0.1760 0.007 0.018 8 0.1285 0.165 0.197 0.1. 0 0.1600 0.008 0.020 9 0.1144 0.148 0.194 0. , 483 r.1350 0.1205 l 0.1440 `.1280 0.009 0.022 10 0.1019 0.134 0.191 0.010 0.024 11 0.0907 0.120 ( 0.188 0. 160 0.011 0.026 12 0.0808 0.109 0.1854 0.1055 0.10 d 0 0.012 0.020 0.0720 0.095 0.1: 0.0915 0.0920 0.013 0.030 14 0.0641 0.083 0. 80 0.0800 0.0800 0.014 0.032 15 0.0571 0.072 F.178 0.0720 0.0720 0. 15 0.034 16 0.0508 0.065 /0.175 0.0625 0.0640 0.01' 0.036 17 0.0453 0.058 , 0.172 0.0540 0.0560 0.017 0.038 18 0.0403 0.049. 0.0 0.168 0.0475 0.0480 0.018 0.040 19 0.0359 0.164 0.0410 0.0400 0.019 0. 42 20 0.0320 0.035 0.161 0.0348 0.0360 0.020 0.04 http://www.sizes.com/materls/wire.htm 8/8/2011 FrLLE COPY Perin t WTI .. VICINITY MAP 1.a.oumw+ ,.•,men+ . „ /PI.- .. ., OS- -tr a r • rs..:.'ti i O VIEWED FOR ODE COMPLIANCE APPROVED AUG 9 2 2011 SCHOOLS Academy ¢4' BUILDING CODE EXISTING BUILDING 1086 EDITION UNIFORM BUILDING CODE CONSTRUCTION: TYPE V -ONE HOUR CURRENT OCCUPANCY: E (INTERNATIONAL BUILDING CODE) EXISTING GROSS FLOOR AREA 0.900 SO FT MAXIMUM OCCUPANT LOAD: 222 persona Iwo exits moulted; three exits provided NOTE: the auMdin0 la equipped wall s Nay automatic sprinkler 1yster, ZONING CODE PROJECT SITE ZONE REGIONAL COMMERCIAL MIXED-USE (RCM) DISTRICT, CITY OF TUKWILA PROJECT SITE AREA 45,080 60 FT CURRENT OCCUPANCY: PRIVATE SCHOOL EXISTING GROSS FLOOR AREA 9,000 SO FT PARKING REQUIRED ONE FOR EACH STAFF MEMBER 11 FULL TIME PLUS 7 PART TIME • 14 PLUS TWO FOR EVERY FIVE HIGH SCHOOL STUDENTS OR VISITORS • a TOTAL • 18 EXISTING PARKING PROVIDED: 25 FULL SIZE STALLS INCLUDING ONE ACCESSIBLE STALL AND ONE ACCESSIBLE VAN STALL LOADING PROVIDED: ONE TRUCK LOADING SPACE 14801 Interurban Ave 5 Tukwila, WA 98168 1039w .•pr.,•.•emrormrlwaw,•r..u..rw IrA.a,+.1.1,11. late Hoc Lighting Summay:'. --,':: %::;(`. i',r3: ?:::: ,.4.;+e; iLTG,INT, halal We at DUWp8w . CI r.•r• Owv. O•r••r. %MEC re• uur••wAnd •••e+.•.11••11.+e. ..... limn OPllan liEREciagRIREIggAIMII Ailereli•n EerylMm I_ law Ano*A.••ama/A1 PROJECT DESCRIPTION: - REMOVE 8 (E) WALLS TO CREATE 8 SINGLE LARGER CLASSROOMS. CONSTRUCT NEW WALLS TO CREATE TWO NEW CLASSROOMS. CONSTRUCT TWO NEW SINGLE USER UNISEX TOILET ROOMS. CONSTRUCT NEW WALLS TO CREATE 2 NEW OFFICES, A NEW STORAGE ROOM, AND A NEW UNARY. NOTE: OWNER WILL BE COMPLETING CONSTRUCTION IN PHASES AS FUNDING ALLOWS. COMM MOE% Ala COVE0608TI SITE RAM MA DE/AUTON RAN A11 RooeRAN ND FRAMa*a LOEBl 1E0tl0N au ROM RAN IMALL i= City of Tukwila llJt ' .ING DIVISION P l�PLACES) * 0HWAY ENO /INFERS Sr-n,95 t al. 69 AND. CASED MON. RECEIVED 1TY OF TUKWLA JUL - J 2011 tit IMIT CENTER 2 SITE PLAN N 1 " =20' . bas .0rt 71 Co Suite SeatU P. 20 F. 20 STRUCTURAL ENO ANDER 1Nmae Rs ORIGIN. Howard 5220 Hlt Bellevue Dated 1. 0 ACIL SCI- AP RaRpFOIL me, ISSUE M COVEI SITE 000 Anderson - Peyton 000 Structural Engineering Consultants 000 A Division of ACP Consultants, Inc. Sheet _1of Date: 7/1/2011 Design By: BIRB Project & Location: Client: Structural Engineer: Project Number: Jurisdiction: Code: Loads: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 9 2 2011 City of Tukwila BUILDING DIVISION Lateral structural calculations for Academy Bldg Academy School 14601 Interurban Ave. S. Tukwila, WA 98168 Academy School 14601 Interurban Ave. S. Tukwila, WA 98168 Anderson - Peyton Structural Engineering Consultants 31620 23rd Avenue South, Suite 321 Federal Way, WA 98003 11 -079 City of Mill Creek, WA 2009 IBC FILE COPY I. Vertical Live Loads: Roof N/A PSF NOTE: No changes to bearing members in retrofit changes, therefore, no design required. I1. Lateral Loads: Wind Exposure C Wind Speed 85 MPH (3 second gust). (Note: Matches 1/29/11 Structural Plans. Current Topography approximates Exp B). Internal Pressure Coeff GCpi = +/ -0.18 (Enclosed) Importance Factor 1.00 (occupancy of school < 300 therefore no additional increase in shear loads) Seismic Design Category D Site Class D Occupancy Category 1 or II Importance Factor 1.00 (sim to wind) Structural Response Ss = 1.478 g (short period) Sds = 0.985 Acceleration SI = 0.509 g (1 second period) Sdl = 0.509 III. Soils data (Per original construction documents Dated Jan 29, 1987) NOTE: No new footings required. Existing footings will be loaded less or similarly to original design loads. RECEIVED CITY OF TUKWLA mu.. 20 2011 PERMIT CENTER 1711-2a1 LATERAL ANALYSIS ❑❑❑ Anderson - Peyton ❑❑❑ Structural Engineering Consultants 000 A Division of ACP Consultants, Inc. Sheet 2— of Date: 6/29/2011 Design By: BIRB PROJECT NAME: ACADEMY SCHOOL TUKWILA PROJECT NUMBER: 11-079 ANDERSON - PEYTON STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY SHEET 3 VER 10.25.07 05/26/11 OF BIRB WIND LOADS per ASCE 7 -05: 85 MPH; EXP'C 'with 25 ft MEAN ROOF HEIGHT MAIN WIND -FORCE RESISTING SYSTEMS (Method 2) Section 6.5.12.2 - BUILDINGS OF ALL HEIGHTS See section 6.5.12.3 for Design Wind Load Cases, defined in Figure 6-9 BUILDING EXPOSURE... ...... C (Per Jurisdiction) WIND SPEED 85 MPH (Per Jurisdiction) IMPORTANCE FACTOR 1.00 TABLE 6.1 TOPOGRAPHIC FACTOR, Kzt 1.00 FIGURE 6-4 WIND DIRECTION FACTOR, Kd 0.85 TABLE 6-4 MEAN ROOF HEIGHT, h 25 FT BUILDING WIDTH, B 110 FT BUILDING LENGTH, L 110 FT 3 :12 ROOF SLOPE . 14.0 degrees (0) Wx h/L = 0.23 LB = 1.00 Rigid Structure, freq >= 1; G =0.85 Kh = 0.95 qh = 0.00256KzKztKdl(V)^2 = 14.9 TABLE 6 -3 PSF (Eq. 6 -15) qh(GCpi) internal pressure INWARD PRESSURES OUTWARD PRESSURES 2.67 PSF -2.67 PSF PRESSURE COEFFICIEP) G h/B - 0.23 WY B/L = 1.00 L x y plan view WINWARD 0.85 WALL PRESSURES (PSF): P- qGCp - gh(GCp1) 0.80 height PER scct 6.5.8, FIG 6 -6 LEEWARD 0.85 -0.50 I -0.50 PER scct 6.5.8, FIG 6 -6 SIDE 0.85 ( +) -0.70 B/L (Wy) PER sect 6.5.8, FIG 6 -6 Enclosed Buildings: GCpi = +0.18, -0.18 V Internal Pres are Coefficient, Figure 6 -5 WALL LOADS I qzGCp qhGCp WALL PRESSURES (PSF): P- qGCp - gh(GCp1) OVERALL BUILDING height windward leeward side windward leeward side wall LOADS TO WALLS (PSF) z Kz qz ( +) L/B (Wx) B/L (Wy) -8.7 -3.6 L/B (Wx) B/L (Wy) VERTICAL UPLIFT ROOF COMPONENT (PSF) qzGCp qhGCp (ft) (PSF) (PSF) (PSF) (PSF) (PSF) (- int : +int) (- int : +int) (- int : +int) (- int : +int) Wx Wy 47 1.08 17.0 11.5 -6.3 -6.3 -8.8 14.2 : 8.9 -9 : -3.6 -9 : -3.6 -11.5 : -6.2 17.9 17.9 40 1.04 16.4 11.2 -6.3 -6.3 -8.8 13.8: 8.5 -9 : -3.6 -9 : -3.6 -11.5 : -6.2 17.5 17.5 35 1.01 16.0 10.8 -6.3 -6.3 -8.8 13.5 : 8.2 -9 : -3.6 -9 : -3.6 -11.5 : -6.2 17.2 17.2 30 0.98 15.4 10.5 -6.3 -6.3 -8.8 13.2: 7.8 -9 : -3.6 -9 : -3.6 -11.5 : -6.2 16.8 16.8 25 0.95 14.9 10.1 -6.3 -6.3 -8.8 12.8: 7.4 -9 : -3.6 -9 : -3.6 -11.5 : -6.2 16.4 16.4 20 0.90 14.2 9.6 -6.3 -6.3 -8.8 12.3 : 7 -9 : -3.6 -9 : -3.6 -11.5 : -6.2 16.0 16.0 15 0.85 13.3 9.1 -6.3 -6.3 -8.8 11.8: 6.4 -9 : -3.6 -9 : -3.6 -11.5 : -6.2 15.4 15.4 ROOF LOADS Overall External Pressure windward leeward (-) ( +) (-) qhGCpi (PSF) P = qGCp - qh(GCpi) (PSF) v ,SE Exp ,G 1140-14t °ESt(ij windward( -) windward( +) w/ internal w/ internal leeward w/ intemal Normal to Ridge Wx (for 0 >= 10' Normal to Ridge Wy (for 0 > =10; Cp -0.54 -0.03 -0.46 ( +) internal = 2.67 -9.5 -3.1 -8.5 qhGCp -6.8 -0.4 -5.8 Cp -0.54 -0.03 -0.46 ( -) internal = -2.67 -4.1 2.2 ( +) intemal 2.67 -9.5 -3.1 -3.2 -8.5 TOTAL HORIZONTAL ROOF COMPNT (PSF) windward( -) -0.2 windward( +) 1.3 TOTAL VERT UPLIFT ROOF COMPNT (PSF) windward -9.2 leeward -8.3 qhGCp -6.8 -0.4 -5.8 ( -) internal = -2.67 -4.1 2.2 -3.2 windward(-) -0.2 windward(*) 1.3 Yormal to Ridge for 0 < 1 Horizontal distance from windward edge & Parallel to Ridge for all ( range 0. -12.5• 12.5.25' 25. -50' 1 > 50' P = qGCp - qh(GCpi) (PSF) c' 1 1, c_ec Wx (max load case) ridge along x -x Cp -0.90 -0.90 -0.50 -0.30 -14.0 -14.0 -9.0 -6.5 + internal ghGC f -11.4 -11.4 -6.3 -3.8 -8.7 -8.7 -3.6 -1.1 - intemal VERTICAL UPLIFT ROOF COMPONENT (PSF) -13.6 -13.6 -8.7 -6.3 + internal Wy (max load case) ridge along y -y Cp -0.90 -0.90 -0.50 -0.30 -14.0 -14.0 -9.0 -6.5 + internal qhGCp -11.4 -11.4 -6.3 -3.8 -8.7 -8.7 -3.6 -1.1 - internal VERTICAL UPLIFT ROOF COMPONENT (PSF) -13.6 -13.6 -8.7 -6.3 + internal Wx & Wy (min load case Cp -0.18 -0.18 -0.18 -0.18 -4.9 -4.9 -4.9 -4.9 + internal qhGCp -2.3 -2.3 -2.3 -2.3 0.4 0.4 0.4 0.4 - internal l PSF at bottom surface of windward roof overhang (per section 6.5.11.4.1) Roof Parapets I hp = 29.0 ft, top of parapet elevation section 6.5.12.2.4 qp = 15.3 psf, GCpn = +1.5, -1.0 windward parapet = 23.0 PSF (Eq.6 -20) TOT HORIZ leeward parapet = -15.3 PSF (89.6 -20) 38.3 PSF Main Wind Force Resisting System - Method 2 Figure 6-6 ' External Pnssarc CoeRicients, Cp Enclosed, Partially Enclosed Bullrings All Heights Walls & Roofs WAND 116C, GABLE, HIP ROOF ELEVATION windward -9.2 leeward -8.3 PROJECT NAME: ACADEMY SCHOOL TUKWILA PROJECT NUMBER: 11 -079 ANDERSON - PEYTON STRUCTURAL ENGINEERING CONSULTANTS SHEET 14 OF VER 10.25.07 05/25/11 DESIGN BY: BIRB WIND LOADS per ASCE 7 -05: 85 MPH, XP 'B, with 25 ft MEAN ROOF HEIGHT MAIN WIND -FORCE RESISTING SYSTEMS (Method 2) Section 6.5.12.2 - BUILDINGS OF ALL HEIGHTS See section 6.5.12.3 for Design Wind Load Cases, defined in Figure 6-9 BUILDING EXPOSURE WIND SPEED IMPORTANCE FACTOR TOPOGRAPHIC FACTOR, Kzt WIND DIRECTION FACTOR, Kd. MEAN ROOF HEIGHT, h BUILDING-WIDTH, B ................ BUILDING LENGTH, L 3 :12 ROOF SLOPE B 85 1.00 1.00 0.85 25 110 110 14.0 (Per Jurisdiction) MPH (Per Jurisdiction) TABLE 6 -1 FIGURE 6.4 TABLE 6-4 FT FT FT degrees (0) Wx B h/L = 0.23 LB = 1.00 Rigid Structure, freq >= 1; G =0.85 v h/B = 0.23 IVY B/L = 1.00 <- L x x Kb = qh = 0.00256KzKztKdl(V) ^2 = qh(GCpi) INWARD PRESSURES OUTWARD PRESSURES 0.67 10.5 TABLE 6 -3 PSF (Eq. 6 -15) internal pressure PRESSURE COEFFICIEI. G Cp plan view 1.88 PSF -1.88 PSF WINWARD LEEWARD SIDE 0.85 0.85 0.85 0.80 -0.50 I -0.50 -0.70 PER sect 6.5.1, FIG 6-6 PER sect 6.5.1, FIG 6 -6 PER sect 6.5.8, FIG 6-6 Enclosed Buildings: GCp = +0.18, -0.18 v Internal Prcs urc Coefficient, Figure 6 -5 WALL LOADS I qzGCp qhGCp WALL PRESSURES (PSP): P - QCCp - gh(CCpi) OVERALL BUILDING height windward leeward side windward leeward side wall LOADS TO WALLS (PSF) z Kz qz (4) 1)8 (wx) B/L (Wy) -6.1 -2.6 1JB (wx) B/L (wy) VERTICAL UPLIFT ROOF COMPONENT (PSF) qzGCp qhGCp (6) (PSF) (PSF) (PSF) (PSF) (PSF) (- int : +int) (- int : +int) (- int : +int) (- int : +int) Wx Wy 47 0.80 12.5 8.5 -4.4 -4.4 -6.2 10.4: 6.6 -6.3 : -2.6 -6.3 : -2.6 -8.1 : -4.3 13.0 13.0 40 0.76 12.0 8.1 -4.4 -4.4 -6.2 10:6.2 -6.3 : -2.6 -6.3 : -2.6 -8.1 : -4.3 12.6 12.6 35 0.73 11.5 7.8 -4.4 -4.4 -6.2 9.7:5.9 -6.3 : -2.6 -6.3 : -2.6 -8.1 : -4.3 12.3 12.3 30 0.70 11.0 7.5 -4.4 -4.4 -6.2 9.4 : 5.6 -6.3 : -2.6 -6.3 : -2.6 -8.1 : -4.3 11.9 11.9 25 0.67 10.5 7.1 -4.4 -4.4 -6.2 9 : 5.2 -6.3 : -2.6 -6.3 : -2.6 -8.1 : -4.3 11.6 11.6 20 0.62 9.8 6.7 -4.4 -4.4 -6.2 8.6:4.8 -6.3 : -2.6 -6.3 : -2.6 -8.1 : -4.3 11.1 11.1 15 0.57 9.0 6.1 -4.4 -4.4 -6.2 8:4.3 -6.3 : -2.6 -6.3 : -2.6 -8.1 : -4.3 10.6 10.6 ROOF LOADS Normal to Ridge Wx (for 0 > =10' Normal to Ridge Wy (for 0 > =10' Overall External Pressure windward leeward ( ) ( +) (-) qhGCpi (PSF) P = qGCp - qh(GCpi) (PSF) FYI Cp -0.54 -0.03 -0.46 ( +) internal = 1.88 windward( -) windward(*) w/ internal w/ internal -6.7 -2.2 leeward w/ internal TOTAL HORIZONTAL ROOF COMPNT (PSF) TOTAL VERT UPLIFT ROOF COMPNT (PSF) -6.0 windward( -) windward( +) windward leeward ghGCp1 -4.8 -0.3 Cp -0.54 -0.03 -4.1 ( -) internal = -1.88 -2.9 1.6 -2.2 -0.2 0.9 -6.5 -5.8 -0.46 (3) intemal = 1.88 -6.7 -2.2 -6.0 windward(-) windward( +) windward leeward qhGCp -4.8 -0.3 -4.1 ( -) internal = -1.88 -2.9 1.6 -2.2 -0.2 Vormal to Ridge for 0 < 10 Horizontal distance from windward edge & Parallel to Ridge for all I range 0' -12.5• 12.5' -25' 2s• -50' > 50' P = qGCp - qh(GCpi) (PSF) 0• -12.5' 12.5• -25' 25' -50' > 50' 0.9 Wx (max load case) ridge along x -x Cp -0.90 -0.90 -0.50 -0.30 -9.9 -9.9 -6.3 -4.5 + internal qhGCp -8.0 -8.0 -4.4 -2.7 -6.1 -6.1 -2.6 -0.8 - internal VERTICAL UPLIFT ROOF COMPONENT (PSF) -9.6 -9.6 -6.1 -4.4 + internal Wy (max load case) ridge along y -y Cp -0.90 -0.90 -0.50 -0.30 -9.9 -9.9 -6.3 -4.5 + internal qhGCp -8.0 -8.0 -4.4 -2.7 -6.1 -6.1 -2.6 -0.8 - internal VERTICAL UPLIFT ROOF COMPONENT (PSF) -9.6 -9.6 -6.1 -4.4 + internal Wx & Wy (min load case . Cp -0.18 -0.18 -0.18 -0.18 -3.5 -3.5 -3.5 -3.5 + internal ghGCp } -1.6 -1.6 -1.6 -1.6 0.3 0.3 0.3 0.3 - internal oof Overhangs(ghGC 7.1 PSF at bottom surface of windward roof overhang (per section 6.5.11.4.1) IRoof Parapets I hp = 29.0 6, top of parapet elevation I windward parapet = 16.4 PSF (Eq.6.20)1 TOT HORIZ section 6.5.12.2.4 qp = 10.9 psf, GCpn = +1.5, -1.0 leeward parapet = -10.9 PSF (Eq.6.20) 27.3 PSF Main Wind Form Resisting System - Method 2 Figure 6.6 1 External Pressure Coemcients, Cp Enclosed, Partially Enclosed Buildings ,w iirlgbts Walls & Roofs GABLE, HIP ROOF -- t - -�I ELEVATION -6.5 -5.8 Pages 1'4661aInte_uiban ":Sv(' S, Tukv:ila, \NA 98168. 14601 Interurban Ave S, Tukwila, WA 98168 ���s r��r,f K,(1- iropil C l,n+y ►z. vE) r F c f \ 74-? ,ASS �J= Ni c/1_ tif41,1. y /1/4,44-- yr f A `'N qc /Alt Google Earth: Directions 5/25/2011 '.1•4*DFLORME • Topo USAOD is '.. — v.,. . ,-,. os ... . • 1111 .. ' ....,,,..\-04,. 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Topo USA® 6.0. ww .delorme com TN MN (16.7°E) Scale 1 28,125 0 BOO 1600 2400 3200 0 200 .0 1000 1" = 2,343 8 ft Data Zoom 12-7 PROJECT: ACADEMY SCHOOL REMODEL SEISMIC ANALYSIS: Site Class: Site Class: D (IBC Table 1613.5.2) Site Location: Longitute: 47.48500 Latitude: - 122.28300 DATE: 5/25/2011 SHEET ' OF NAME: BIRB JOB #:11 -079 Site Coefficients: (USGS Open -File Report 01 -437) Ss= 147.8 Fa= 1.00 TL= 6 S1= 50.9 Fv= 1.50 SMS = Fa * Ss = 147.8 % (IBC Eq.16 -37) `SM1 = Fv * S1 = 76.35 % (IBC Eq.16 -38) Spectral Response Parameters: SDS= 2/3 * SMS = 98.5333 % (IBC Eq.16 -39) SDI = 2/3 * SM1 = 50.9000 % (IBC Eq.16 -40) Structure Period: Ta = Ct * (h.)x= h„ = Ct = x= Cu = T(MAX) = Cu * Ta = Seismic Use Group: Occupancy Category: 0.2236 (ASCE Eq. 12.8 -7) 25 Ft. 0.02 (ASCE Table 12.8 -2) 0.75 (ASCE Table 12.8 -2) 1.4 (ASCE Table 12.8 -1) 0.3130 (ASCE 12.8.2) IorII Seismic Design Category: Seismic Design Category: Seismic Design Category(SDS): Seismic Design Category(SD1): Seismic Response Coefficients Cs = Sos /(R/IE) = R= IE = Cs(Max) =SD1 / ((R / IE) * Ta) OR Sot *TL / ((R / IE) * Ta ^2) Cs(Min) =0.01 OR 0.5 *S1 / ((R / IE)= I or II, III, IV (IBC 1613.5.6) I = 1.00 (ASCE Table 11.5 -1) D (IBC 1613.5.6) D Table 1613.5.6(1) Short Period (Sos) D Table 1613.5.6(2) 1 Second Period (Sot) 0.1516 (ASCE Eg 12.8 -2) 6.50 (ASCE 7 Table 12.2 -1) Wood Sheathed Walls 1.00 (ASCE Table 11.5 -1) 0.3502 (ASCE Eg 12.8 -3 &4) 0.01 (ASCE Eg 12.8 -5 &6) V = Cs * W = 0.1516 W (Ultimate Strength) Va= 0.7Cs *W= 31620 23rd Ave. S., Suite 321 Federal Way, WA 98003 0.1061 W (Allowable Stress) ANDERSON - PEYTON Structural Engineering Consultants (253) 941-9929 (253) 941 -9939 FAX ct Conterminous 48 States 2009 International Building Code Latitude = 47.485 Longitude = - 122.283 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 1.478 (Ss, Site Class B) 1.0 0.509 (51, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 47.485 Longitude = - 122.283 Spectral Response Accelerations SMs and SM1 SMs= FaxSsand SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.478 (SMs, Site Class D) 1.0 0.763 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 47.485 Longitude = - 122.283 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2 /3xSM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.985 (SDs, Site Class D) 1.0 0.509 (SD1, Site Class D) • MapMart erfai photography Pile -Size Calculator Zoom to.. C+Q a Zoom In r Zoom Out I� r Re- Center r Zoom to a State 24k Quad Info i r Census Info r View 8 -Meter Imagery View U.S. 1 IVector r 101 r 24K Topo IOIr r LULC I r BW Aerial r Color Aerial I- Display Coordinates Map Width: 2.5 main • - Changing the Base Map does not affect the data that you are ordering I Other Mapping Products Select Area or Click on your area of interest N & 47.485 .S 132nd to P: apmaC h,jate Pnrk yc / t,pttin Bryn Mawr- Skyway S 135th St ra WeY v / t uster balf 1our.e .40th rose p4Aet Stemortal Du wet iui sl - 122.283= w: . Q - 122.230 E Foss t9 5.Sct o S 146th St 14136 St S 144th S 3 A 3 6zn eves fn 47.463 V S Detailed vector data courtesy of Tele Atlas North America, MuttiNet, Inc. ® 1984 -2009 Aerial photography is only available to view within selected areas of the United States. I u• vn la 1'ar,k U ©2009 MapMart Page 1 of 1 http:// www. mapmart. com/ scripts/hsrun.exe /Single/MapMart New/MaoXtreme.htx ;start=HS Handler ?mscale= 24k &moroduct =NAPP &add... 5/25/2011 0 0 (yni, (AjI:.S LxLS TI N r) 5+4 -tAi I, � �� ut-4 F Ir \ww t tcr OFFICE 212SF .14,5 TUTOR CLASSROOM 461SF MULTI-USE/ ASSEMBLY ••■ .- CLASSROOM 362SF • CLASSROOM 434SF RAGE 47SF OFFIC 139 SF CLASSROOM CLASSROOM 461SF FAC. TOILET CLASSROOM 354SF KITCHEN 212SF C.�..r��M 372SF SEMINAR 461SF CLASSROOM 362SF STORAGE 1975F 10' RECEIVING 2545F (3/ AA -u+1T cTS FLOOR PLAN 0 TRANStifgE WN Ft () 77O,J wf Q"U13 t a au lci 000 Anderson - Peyton onoStructural Engineering Consultants = A Division of ACP Consultants. Inc. PROJECT S cl-I043L JOB # 1 I—°9 I L SHEET OF DESIGNED DATE CHECKED DATE E 1-41 L P.-AKE s o-EA & Tn-. r /c n M-Tt p Tig I L rc _3 d z 0 � l ' q 87 i'i-0493- Pwti T ti ) DETAIL 5/s -1. og �'L!JNS F-0 N; MPSO►1 LTPtj - ,Xk,,S I 4) S w REs CEO 4 i2 PoItT N o f S 4E c',& tivAtt-- e/ arc. ( ES 115) �tC SI4-4rF 1 N(, psk D - T/a►V to /S -3 of x/1,9167 cot,tS - OQCUMF -, A/ 0.I1-I9 IA 1-4Alt5 i tI )k, A7 Att- 64 ( frtA cl� MS 1 Nti SNw' J) 1/2' Nom' NAL S N4fNh N`? 038 orc Pcywo y 3/y " n I A -11-+1-EanE0 Pais G 31" a /c, vSE 6-im('10N S .i- x p BIZ Nazi µY /So EPQx y w/ µL64 IIt-4M GF 5" EnM4EANAENT, or( MLN EMt3EOtCI47 F,ms i Io() -(on w(PE 137 1 t _0 " OSEp loo i / 4 (7 Co NIJ UPPER Ex1N i INr) S I4v/ To LowSk. S -c.T roll (SCALE _ ryaNE 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 000 Anderson - Peyton 000 Structural Engineering Consultants ®®® A Division of ACP Consultants. Inc. PROJECT i4-cigtI »/ St K61- JOB # ' x1319 SHEET 13 OF DESIGNED DATE CHECKED DATE F,. i A t L fin -QV ii es EQ1/4AV i�T Nta.lJvw�1 ccm4 N E-cri o 1 Fc» T t r S) f v I tAA i DeTAIL ').,1 ,S -1 Fi M 1P-5/87 Cc) Polvsl simpsoN 567-XP 1)6x`1 (Aix,-Ilt7, r ')* S T 4 PEER 10fi')"4IL /5,4.o S i6 SoN 1-)D v.5 N/ 1)1:41)-s1-005 4 11 4 A lkAIN of a Ed'13EI)Mon17; 1 A e 0 0 2'— 6" Sc9 F1 m2 '('- /e7 PGANs MPS IQ ILL-000 i R- .1'R- -F � T (No 5 (114,€) 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 Jif' C. ys1 i_'1- 0R PI:AN . , ifs,. i.T Q' 107;14 14 4.mtDy a .Jp 60)1:±? $�y,! smd• 10.00 gyp% .7)t)90 1 • v.• ox's ' '�' „I - ST OS- 00L L 6?-7 (W S tuurg4 ..1., +f Z rn :cD — .NV Id UNyry vtIj pvvt /)N 1"1 M-4 MiN114t4 HLIIN34'I i- ■N04 biW�ry PJ ?tor-:141,1°V.17... 773MYJ s,a •, it. 9M 11v13a 01 119M DA 11,11 M1Ma -= Oro „b Dr�I- 4roe arol •n., 12.114 l 45'v S (y,aN 3� '1,1 0— -r c),(-7 J 1Ivj_ a 9 IV 0v>'a,t Z,9fYM 0 voJ �bry�q►vp Na (VHS )N3 Op N43(4 Ca -60 )01 i _. "IIv3,3a 9 �1l 1-N 1-► 0411) `may, >a,•9 Wj�S7 t•bA o. A.11 - -- YB IZ • R.,S iiv14a 8 /1 A. (ro13a 6 ytlere U4?A (N/n I "`t'41q l i r 4f� .qof c■1 0 r V — — — — • , „motwowl, ii"1 ..."---7." -4 tt:1:4.14.1 5/41. I I !Il i. 0 3 DETAIL \ -••••••.,.. \ ,111-r!F.47,441Nr; 4,„6 ,,,,, I:4 . i,e: 1,'" ,P . oa a 4 y..., 5.-. . \ .•., - 4.4474 l),( If .),--_---' .96.2 1.54 ri, : • '''\ •\ lifOx Pe'All. " • 7ti • T 1 •-) 4 4 tot. tool ..ioy(soi)" 1 o...M I . .--'—----'-----,-,..-11-r Ph illiWillfilii L.49,1 4 s sors, (coot.) 4--- , 1 , , NI • 1 430;4 000ko0.1 9 Ter gyrx 2 DETAIL ..i., ...4.,,,,, 4.4t sot. /11'Na cotarooS 4.4. Leo (7if44...) Amato Au ooleatlyS 44(. / of tAltpol atoo .. 41.00 / , / Ron 61.De., / 1-1 101: j Lli I0 1 .6' •/S4 • (IP) .A0,21S14n" . for_ffAnC41.1. 01144.0e COL/Plein• P.S. • 411"we 62.tr4 • .te ao I HI • rE6.W44a. oRti 41.1..48 LULL n41.4.4 444.... Trt. 47 .37. •...r.+A4. 4480 beLiee 71re e ,..,..:-,e L'o.c. Ye to, °A.I.A, elit•lz c 24 usp. irr't 0 f 'If Se el,. • t4' ,...r.,,,,, Pet 4.e 're ....2, 4. &• Pr At- • • 3. ionr Iltt --414$414" 4. OttrotcW4g4r 0011 f.. t4:00 • o'444"pil • ' • riii46erciato to All oitoighi.nt whore oeted natberm Stand.-rd P ,,,,, ce firmly an place du blocks for slob or .4111 reinforcing st .4o1 nts shall have C0 rrrrr 3/4". All wet and protected Provido shop drewi, approval prior: to • Minimum Concrete Co Wall Faces - 2'- 5184 on grade - 1 Slab Min. Reinforc Provide necessary Minimum Vbil 1 Roinfl - 8" Wall to t 12" o. f4 6 12" o. at 0 of we' Provide 2'-0" x 2'. forcing and footinl S. 9000 FRAMING USE CATEGORY Joist (2" thick. 5" 4x Beams & Ledgers dx Pasts 6x Beams Studs. Plates. Bloc Any species allowed Lumber grading (and Rules. Sth Edition marked "S-ORY". Al or •sposed to the • IleaM,end joist hang u nless shown their Catalog designation connectors ot all partittens and (3) oth rrrrrr noted. A Typical headers to 6. PLYWOOD Nailing noted below Roof Plywood Exterior Walls and intbrior shear w alls 7. GLO-LAM BEAMS 0o7 .3- C. Psi with "tart, g Glu-lam material mu who must submit det approvel prior to E. Notify building dep. on Jobsite prior to 8. ANCHOR BOLTS - 3/4" othel 5446.2 :4444 .11..4,42 Ice 1%. doLgese 14 eiteitta{? PAsbil101d . 9, Structural St••1: - A4 04 wa,t.1 W ode 4 pas on otoo to Lo• ou 16460(0 1? 4.4.0.6. All w•Ids to be (-70 All bolts A307 10. CONTRACTOR TO VERII ASSUMED DURING DE31 BOLT LOCATIONS WLT1 CONTACT THE BUILDII CONS/RUCTION COMMEI • . ert .74/ '.44».a uef ,V pr 0,9 • eute 417. 4:p0egs6e- rg PRtyvief.0 Pr 0,I. • 1?5 a 84. 90011 05. 1 /9 ,40.91A14r 749 1CX (41 0461L ,78644 0?+ • ''S. ,encAL Cb ®®® Anderson - Peyton onoStructural Engineering Consultants ® ®® A Division of ACP Consultants, Inc. PROJECT JOB # SHEET ' ? OF DESIGNED DATE CHECKED DATE V• � t-1Q it-Pt-TEA-4 ( 1, t I of)(i;o')- �`1)(151)(lidk) 1- S-)-5 _ 1375 S�,M AA 6L (--a c Kt ti It() � �I f I Ptt B t, earn p -� ,L,440 = �r oxoPsF) s9z, pry, +r 116 Els /3/ Ib rxpas) " Z " Fig- �Ycb S It is G v--(&-10 LA ,140 n..‘ (5,9 PSF) (SS- FT') t (00.1-099-1(66 p71) = TJt e,20 I bs 'q'`-' = (8) (,15* 1) = 9 7v0 >v��e owzio 14-0 Esc TEL M xtd-Ny L ; GAO w40 — PL4 0 — -X% — �, 1L., uk. C. Lc-) / t-c c." l'pyt,wy9 /L l Nr.� ��- 4(X 1L 1i /0,4( 0 F (41, 75 @ 0-00 1-s PS 1,3 O3= H1K ps 1.5 Sr F jviA(_ \ /SE(st1,1` : O,10 a1sFJF)((i,7)-0 F12)+ 35 PSi� , (35r)( I5,;21 (151= (o, (01)-1 Ib_s 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 Phone: (253) 941 -9929 Fax: (253) 941 -9939 1:(1' Seattle / Eastside (206) 292 -0940 000 Anderson - Peyton JJJStructural Engineering Consultants O❑ O A Division of ACP Consultants. Inc. PROJECT JOB # SHEET it) OF DESIGNED DATE CHECKED DATE (4) ov , .Aur 13i o(, Stf k) At411- N S I S 1,-,t ,4c, -(o ► o 4/- ; wqu-S Rzr&OJE p P ou-t 3 Pkt (t) TC %-1-- L� P's& () Pct ILE Q VS SEks M -tc. I 0 t l 6-1- 111, 5 4 /fo` t l o't l (,' = 911,51 S CiSM1C C' nwS 14 U = 170 (-F 9945 Fr — l•/ .30t Zvi c.lit j t PEX /ISLE?) ?) 1 PL P- A- & V _ 16,04P I b_S _ )7 p l,F f 1A// ado / -1901.4, ee Fr _ Not` )-70 01,P (q) N t'PEI-41 . .11.4 (b) x l s T 1 Ni(j Sr EAt PRA, SS t ,4(4O SHIA) 1 SI4W AO/4111c -1;-XP 0.110"01,4 t is = 46O pa. v4 DF nvf. s Aw/ J r1 E rw✓ 0 If, c Lot`() -- Si n3 C •1) TOTAL- VALA, Avf 1f-_ £iu Tc) 14 /A o z1., �tio Ihs ` 2,L-0 pLF 9115" wi 30% Q ThA►v F/y 'Po Bic A,S Z, L1 IJ E Zt4U risF =13 I!--)• pLF (N) --r AL e0' �J c U' _ •yzt $5 = -2,61 Pt -f= OPATt4,9E \f: 37 / PLJ 1A// j"�) * VSE ,kr405Q P y.� �Q"�1c. (‘7 °93)1 ek-f- = 14 t; WI 1► `� " Oc. 1 , . 31620 23rd Avenue South, utte 321, Frdcral Way, WA 9R003 Phone: (253) 941 -9929 Fax: (253) 941-9919 Seattle / Eastside (206) 292 -0940 000 Anderson - Peyton 000 Structural Engineering Consultants nonA Division of ACP Consultants, Inc. PROJECT JOB # SHEET I I OF DESIGNED DATE CHECKED DATE cE,it .� (E ) }- k\,10 t)v / ) vP�l�r I.-0 Pei Oil 'U'v.,/ 3 O`i; ` 37 /, Pt TEN /Li ( FT 2- (37111Mt)(1-L.,5P7-)= II, (935 Ups - xtSTrN(� 4 HE 61; 0-1A)!7 Au,oLm401, EAD R o„<,7? t,r) H-137 — oLO S) w+PSQ)) H- t -e 0 wN PErL 1-,tv.(3s61■) > t-41 No? Cp = 9530 Ibs GALL (lruo c lv( Stc. 71N1) so • Lcot,4 APPLI ED I-E S 7114A.Ni f PA j r'f Gti.cK A0-,44 L.._ Hot r-, T) �-w��o -I �.,T -71,1:„.4s,„,0 = (7\ P L-F) (t - r) - y ( IG)(s Pit :) (1 ..S') (0.67) y os the -- c .37 i h j _ 99 lb..) vS c Si wkoSO) I-1a5 `-Au6. -.•1 -- OF S v0S / TEN cP = 5645 Its > 31-in al 3-71 PL-F- �.s o.14b "t MA- e e p4NEL_ 1><'f Lk, -TN L-10 , Ls c yxb u�= Try ru 6 °/C Tv A^"%th oTtrE A_ - /a -0.-.J t t v I - I ) - N A-vlc r -fa ( A , t 0 ,441-N % —Of Hi tyro( =(%(v DiCf94:6,3781 IA 41)34N SC t' IA-` 54 I, 0/4 A7ti7 ttL I. -t.ri e ;1.41/ P /�,✓f2.7iv �. p ft (J n. r H ,T ) S L (4 t(-71 H `i - t 5 V EPV `l r (CV-1 ?tyn_.i../4firO flq) 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax: (253) 941 -9939 Seattle / Eastside (206) 292 -0940 / ULT 000 Anderson - Peyton 000 Structural Engineering Consultants 7100 A Division of ACP Consultants, Inc. 1 PROJECT JOB # DESIGNED CHECKED SHEET 16 OF DATE DATE 1l = # . 4 L ( --*Z FAu L-1/4. 14:1 FFr IA- SINcE r e,eO LoA-O (2-�° Pu=)(!z,s') = 33 )5 0)5 4SD 'No _ (j .)(-33 ?5 1 ti.) = H7 "15 Ibs 71$1,--tO E � art P (tI Hick - Ora R3Q7 11-1-0\AAo 0 D a:)-- x p vl, t - D 4,430 - (1-7-1:)(3-71 PCP-) = c1 'h .1 %at_I« ■/\) to) (9Eti lhs)= is ®3 Ibs Smith, tc. UA56 ` (7-7-1:j( 270 P 7)-k1 t /,41,x,/,v1._ Ibs)= /0°8 (b3 c1.--,z-- s-+iin 501-1 A 0 (,t* - (\+K r~) ASS) 1001 / ,3 '7 T-1411449-0r0 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941 -9929 Fax (253) 941 -9939 Seattle / Eastside (206) 292 -0940 gHfi¢ IotL 411,A4:•HIO To TS cuLbriN IN IA9' e44H1o11 •4 IIJ ,4'4.1 W '✓4" tiTUV4 HttotO t 21 "o.. STRUCTURAL NOTES 1. GOVERNING CODE - Uniform Building Code, 1985 Edition. 2. DE5IGN LOADS (A) Roof Live Load - 25 psf Wind - 80.0 mph exp. C Seismic - Zone 3 3. FOUNDATION Design per soil report by GT Lobdeil Minimum pier capacity 25k Contact Soil engineer before commencing of construction. 4. REINFORCED CONCRETE (Unsupervised) f'c " 2,000 psi. ultimate strength at 28 days. fs - 24.000 psi..grade 60 steel. ASTM A615. f'c • 844 psi WWF reinforcing to meet ASTM-A185; min. lap 8 inches. All reinforcing -shall be spliced 36 bar diameters minimum except where noted otherwise, and detailed - according to ACI Manual of Standard Practice (latest edition)..A11 reinforcing shall be held firmly In place during concrete pour by means of precast concrete blocks for slab on grade and adequate wire ties, Throughly wet all reinforcing steel just prior to concrete pour. Construction joints shall have reinforcing stubbed through.' Chamfer all exposed corners 3/4 ". All concrete shall be cured by keeping it thoroughly wet and protected for at least 7 days. Provide shop drawings of all reinforcing steel to Architect for approval prior to fabrication. Minimum Concrete Cover - Wall Faces - 2" Footings 3" Slab on grade - 1 1/2" Slab Min. Reinforcing WWF 6 x 6 - W1.4 x W1.4 x16446 w'T Provide necessary control joints to avoid shrinkage creeks. Minimum Well Reinforcing - (o" - 8" Wall-14 @ 12" o.c. horizontal /4 @ 12" o.c. vertical at 0 of wall Provide 2' -0" x 2' -0" horizontal corner bars to match wall rein- forcing and footing dowels to match wall vertical reinforcing. 5. WOOD FRAMING USE CATEGORY MINIMUM GRADE Joist (2" thick, 5" wide ) HF 1150 Fb (repetitive), 1400 M -E 40 Beams & Ledgers DF -L No. 2. 1500 Fb (single) 4x Posts 6x Beams Studs. Plates, Blocking 825 Fc, 1400 M -E DF -L No. 1, 1350 Fb (single) No. 3, Standard or "Stud ", 500 F Any species allowed. unless otherwise noted. Lumber grading (and stresses) in accordance with WWPA Grading Rules. 5th Edition (1981). All lumber 4" er less In thickness to be marked "S- DRY ". All lumber in contact.with concrete or masonry or exposed to the weather to be pressure treated (P.T.). Beam and joist hangers, and post caps and'bases to be Simpson unless shown otherwise (all references on the drawing are Simpson Catalog designations). All beams and posts to have metal framing ' connectors at all bearin.g•points. Provide double joist under all - partitions and (3) 2x4 nailed laminated posts under beams. unless otherwise noted. All framing to.be nailed per UBC Table 25Q. Typical headers to be (2) 2x10 unless otherwise noted. 6. PLYWOOD Nailing noted below is minimum: see drawieg for closer spaced nailing. •; Roof Plywood Exterior Walls and interior shear walls - 5/8" 42/20 exterior glue with 10d nails @ 6" b..c. at,. -all edges.& 10" o.c. at:ell supports unless noted otherwise on plan. - 1/2" plywood with 10d nails @ 4" c.c. all edges and 10" o.c. at all supports unless noted otherwise. 7. GLU -LAM BEAMS Douglas Fir -Larch Combination 248 (fb - 2400 psi) Fv " 165 psi with exterior glue. AITC approved fabrication. Glu -lam material must be obtained from an approved fabricator who must submit details and specs to building department for approval prior to fabrication. • Notify building department for inspection when qlu -lam arrive on jobsite prior to erection. 8. ANCHOR BOLTS - 3/4" x 9" AB at 24" o.c. typical or noted otherwise on plan. 9. Structural Steel: • All steel to be A36 All welds to be E -70 All bolts A307 10. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CHECK THAT CONDITIONS ASSUMED DURING DESIGN ARE VALID. AND COORDINATE ALL EXPANSION BOLT LOCATIONS WITH POST TENSION DRAWINGS. CONTACT THE BUILDING DEPARTMENT, ARCHITECT AND ENGINEER BEFORE CONSTRUCTION COMMENCES. -SIMPSON HD6 features slotted base for easier Installation. Ledger support design of base offers greater values and automatic jigging. LL HOLDOWNS Holdowns may be used to transler tension loads between floors, to tie purlins to masonry or concrete, etc. The HD2 is an excellent device to tie wood wall sections to vertical concrete or masonry. Use HDs for overturn requirements and other applications to transfer tension loads. Automatic jigging on most models insures code- required 7 bolt diameter spacing from the end of the wood member. MATERIAL: Specified in table FINISH: Simpson gray linear polymer paint INSTALLATION: • Use all specified fasteners. See General Note 7, page 2. • Standard washers are required between the base plate and anchor nut and on stud bolts opposite the Holdown. • Locate on wood member to maintain a distance of seven bolt diameters from the end of the member to the center line of the first bolt hole. • See the table below for anchorage requirements. The design engineer may specify any alternate anchorage calculated to resist the tension load for your specific job. CODE ACCEPTANCE: ICBO accepted; see Evaluation Report No. 1211. Concrete anchorage acceptance; see Evaluation Report No. 4448. f MODEL NO. MATERIAL DIMENSIONS FASTENERS AVG ULT ALLOWABLE LOA'S BASE BODY HB2 SB W H SO CL CONC. ANCHOR STUD BOLTS LENGTH OF BOL IN WOOD M..- R MAX DIA EMBEDMENT 20005 9000° 1'12 2 2'/2 c7 31/2 HD2 7 ga. 7 ga. 43/e 23/4 2'/2 53/4 21/2 13/e 5/8 12 9 2 -5/B 13200 2655 3360 3360 3360 3360 3360 HD5 3 ga. 7 ga. 5'/4 3 27/e 63/B 35/8 2' /e 3/4 14 11 2 -3/4 19000 3075 4075 4810 4810 4810 4810 - HD6 3 ga. 3 ga. 5'/4 3 27/a 121/2 3 17/e 1 15 15 3 - 3/4 18600 3600 4765 6080 608Q 6080 6080 HD7 She 3 ga. 61/8 3'/2 31/2 113/a 33/a 21/a 1' /a 18 15 3 - 7/e 28600 4045 6490 8050 9530 9530 9530 HD9 3/e 3ga. 7 4 3'/2161/2 33/e 2' /e 11/8 34 15 3 -1 — — — — _1.12300 17445 HD12 are 3ga. 7 4 31/2201/2 33/e 21/811/8 34 15 4 -1 55300 — — — — 15715 17500 HD15 3/e 3ga. 7 4 3'12 241/2 33/e 21/8 11/4 30 20 5 -1 55300 — — — — NOTE417500 SB 1. The allowable tabulated loads a e based on the lower value of (a) the bolt values in accordance with the Uniform Building code, or (b) the ultimate load on a steel test jig divided by 2.5. 2. HB is the required minimum distance from the end 01 stud to first stud bolt hole center. All models except HD2, H05 and 111)7 provide an extension to the base to insure proper installation. 3. HD9 and 12 require a 3W minimum stud thickness. 4. H015 requires a 51h" minimum stud thickness tor an allowable Toad of 17.500 lbs. 5. For concrete with a minimum compression strength of 2000 psi. the following anchorage applies: The table above indicates the minimum embedment and shall be a standard "J" bolt with a 4d return or a standard "r bolt with a 12d extension. Check the code for minimum side cover. 6. For concrete with a minimum compression strength of 3000 psi, the following anchorage applies: Anchor bolts are A307 hex head. The minimum distance from the center line of bolt to the edge of the concrete is 2W tor 11/4", 11/2", and 1" diameter, and 1W for all others. 7. Allowable loads have been increased 33% for wind or earthquake loading; no further increase is allowed. Reduce allowable load where other load durations govern. 8. The wood member must be sized for the load carrying capacity at the critical net section. reducing the gross section area for holes or other removed wood as specified in the code. I.4 HD6 Destgn Patent No. 224,083 6n1 INSTALLED BETWEEN BOLTHEADS OR WIJTS AND b' D MUST BE INSTALLED HERE ON ALL HOLDOWNS HDASERIES 8 I4I 4 V HD9, 12 and 15 feature stand -off seat tor greater values and automatic jigging. Typical HD9 Installed Typical HD5 Horizontal Installation 'Typical HD2 Tie Between Floors Copyright 1987 SIMPSON STRONG -TIE COMPANY. INC. ii Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name : Academy School Ow haoct .l 1) Input — C7�E 0-NS Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318 -08 Calculation Type : Analysis a) Layout Anchor : 5/8" SET -XP Steel Grade: A307 GR. C Built -up Grout Pads : No C. y2 cy1 c c Number of Anchors : 1 Embedment Depth : 9 in b_.. — C?Muy vuay "a ;by2 3 Aux tby1 Vuax D 1 bx2 1 ANCHOR 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : 15 in cx2:15in cy1 : 15 in c,,2 : 15 in b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear Thickness, ha : 18 in Supplementary edge reinforcement : No about:blank Date /Time : 6/30/2011 4:49:24 PM fc : 2500.0 psi c,v 1.00 (I)Fp : 1381.3 psi 6/30/2011 Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 6398 Ib Vuay : 0 Ib Muy : 0 Ib *ft ex:0in e : 0 in Moderate /high seismic risk or intermediate /high design category : No Anchor w/ sustained tension : No Anchors only resist wind and /or seismic loads : Yes Apply entire shear Toad at front row for breakout : No d) Anchor Parameters From [F- SAS- CSAS2009] : Anchor Model = SETXP Category = 1 hmin = 12.125 in smin = 1.75 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nuai = 6398.00 Ib Sum of Anchor Tension ENua = 6398.00 Ib e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vuai = 0.00 Ib (Vuaix = 0.00 Ib , Vuaiy = 0.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D -3] Number of anchors acting in tension, n = 1 Nsa = 13110 Ib (for a single anchor) [F- SAS- CSAS2009] da = 0.625 in hef = 9 in cac = 27 in smin = 3 in Vuax : 0 Ib Mux : 0 Ib *ft about:blank 6/30/2011 = 0.75 [D.4.4] ONsa = 9832.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc /ANcotljed,N 'Pc,NtFcp,NNb [Eq. D -4] Number of influencing edges = 0 hef = 9 i ANco = 729.00 in2 [Eq. D -6] ANc = 729.00 in2 Smallest edge distance, ca,min = 15.00 in gjed,N 1.0000 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] `t'cp,N = 1.0000 [Eq. D -12 or D -13] Nb = kc2, ) f ' c heft .5 = 22950.00 Ib [Eq. D -7] kc = 17 [Sec. D.5.2.6] Ncb = 22950.00 Ib [Eq. D -4] = 0.65 [D.4.4] ONcb = 14917.50 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] tk,cr = 718 psi [F- SAS- CSAS2009] kcr = 17 [F- SAS- CSAS2009] hef (unadjusted) = 9 i Nao = Tk,crn dahef 12688.11 Ib [Eq. D -16f] tk,uncr = 2263.00 psi for use in [Eq. D -16d] Scr,Na = min[20 da NI (tk,uncr/1450) , 3hef] = 15.616 in [Eq. D -16d] Ccr,Na = Scr,Na/2 = 7.808 in [Eq. D -16e] Na = ANa /ANaoPed,NaPp,NaNao [Eq. D -16a] ANao = 243.86 in2 [Eq. D -16c] ANa = 243.86 in2 Smallest edge distance, ca,min = 15.00 in `t'ed,Na = 1.0000 [Eq. D -161] tl'p,Na = 1.0000 [Sec. D.5.3.14] Na = 12688.11 Ib [Eq. D -16a] about:blank 6/30/2011 - --a- L- f = 0.65 [F- SAS- CSAS2009] 4)Na = 8247.27 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4het. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6A se futa [Eq. D -20] Vsa = 7865.00 Ib (for a single anchor) [F- SAS- CSAS2009] = 0.65 [D.4.4] Vsa = 5112.25 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa,kcpNcb] [Eq. D -30a] kcp = 2 [Sec. D.6.3.2] Na = 12688.11 Ib (from Section (6) of calculations) Ncb = 22950.00 Ib (from Section (5) of calculations) Vcp = 25376.22 Ib = 0.70 [D.4.4] 4Vcp = 17763.35 Ib (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.6507 - Breakout : 0.4289 - Adhesive : 0.7758 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout : N/A - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.78) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter A307 GR. C SET -XP anchor(s) with 9 in. embedment about:blank 6/30/2011 Job Name : Academy School 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318 -08 Calculation Type : Analysis a) Layout Anchor : 5/8" SET -XP Steel Grade: A307 GR. C Built -up Grout Pads : No Anchor Calculations Anchor Selector (Version 4.5.1.0) ( Sim .c(v.tL t4,40i Nil) Date /Time : 6/30/2011 4:56:12 PM rte w c y2 cyi c c Number of Anchors : 1 Embedment Depth : 12 in 1 ANCHOR 'Nita IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1:15in cx2:15in cy1 : 15 in c y2 : 15 in b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear Thickness, ha : 18 in Supplementary edge reinforcement : No about:blank fc : 2500.0 psi `Yc,V : 1.00 4 F : 1 3 8 1 . 3 psi 6/30/2011 _1 Vcay buy N y2 dux by1 Vuax bx1 bx2 1 ANCHOR 'Nita IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1:15in cx2:15in cy1 : 15 in c y2 : 15 in b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear Thickness, ha : 18 in Supplementary edge reinforcement : No about:blank fc : 2500.0 psi `Yc,V : 1.00 4 F : 1 3 8 1 . 3 psi 6/30/2011 about:blank 6/30/2011 = 0.75 [D.4.4] tNsa = 9832.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb — ANcIANcoljed,Nlic,N ' cp,NNb [Eq• D -4] Number of influencing edges = 4 hef (adjusted for edges per D.5.2.3) = 10.000 in ANco = 900.00 in2 [Eq. D -6] ANc = 900.00 in2 Smallest edge distance, ca,min = 15.00 in gjed,N 1.0000 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 `Yc,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D -12 or D -13] Nb = kok I f ' c heft .5 = 26879.36 Ib [Eq. D -7] kc = 17 [Sec. D.5.2.6] Ncb = 26879.36 Ib [Eq. D -4] = 0.65 [D.4.4] 4seis = 0.75 4Ncb = 13103.69 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] Tk,cr = 718 psi [F- SAS- CSAS2009] kcr = 17 [F- SAS- CSAS2009] hef (unadjusted) = 12 in Nao = Tk,crn dahef = 16917.48 Ib [Eq. D -16f] Tk,uncr = 2263.00 psi for use in [Eq. D -16d] scr,Na = min[20 da (Tk,unc/1450) , 3hef] = 15.616 in [Eq. D -16d] Ccr,Na = scr,Na /2 = 7.808 in [Eq. D -16e] Na = ANa /ANaoPed,NaPp,NaNao [Eq. D -16a] ANao = 243.86 in2 [Eq. D -16c] ANa = 243.86 in2 Smallest edge distance, ca,min = 15.00 in ljed,Na 1.0000 [Eq. D -16I] about:blank 6/30/2011 - Breakout : N/A - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.57) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter A307 GR. C SET -XP anchor(s) with 12 in. embedment BRITTLE FAILUR D.3.3.4, anchors shall be structures assigned to Seismic design strength of the anchors as 0. strength determined in accordance w the structure shall be designed corresponding to anchor D.3.3.3. To include brittle failure desig VERNS: Gov ned t o sig anchor failure mod be governed by th gn Category C Iabout:blank ittle failure. Per ACI 318 -08 Section e strength of a ductile steel element in , or F. Alternatively it is permitted to take the Imes for the anchors of stud bearing walls) the design on D.3.3.3, or the attachment the anchor is connecting to ent will undergo ductile yielding at a force level n strength of anchors specified in Section t the Apply strength reduction factor for .udgement to determine if this Sri, at the attac es no greater than the 0.4 or 0.5 factor in the calculation, s ckbox and re- calculate. Designer must exercise uitable. S '1 vE_ AS STE E,L ( N 6iT GcviarLi EH Cu 4Ft. (N -2ioy — Ev t_cAti y v E (j AI/9_7A— Ea43 e/ A is T �= tau �vFN T (/1-- J 6/30/2011 about:blank • 6/30/2011 Thickness, ha : 12 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuay : 0 Ib Muy : 0 Ib *ft ex:0in e:0in Moderate /high seismic risk or intermediate /high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and /or seismic loads : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From [F- SAS- CSAS2009] : Anchor Model = SETXP Category = 1 hmin = 9.75 in cmin = 1.75 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nuai = 0.00 Ib Sum of Anchor Tension ENua = 0.00 Ib e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vuai = 1008.00 Ib (Vuaix = -1008.00 Ib , Vuaiy = 0.00 Ib ) Sum of Anchor Shear EVuax = -1008.00 Ib, EVuay = 0.00 Ib e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D -3] da = 0.75 in hef =6 in cac = 18 in cmin = 3 in about:blank Vuax : -1 008 Ib Mux : 0 Ib *ft 6/30/2011 Number of anchors acting in tension, n = 0 Nsa = 19370 Ib (for a single anchor) [F- SAS- CSAS2009] = 0.75 [D.4.4] 4Nsa = 14527.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc /ANco 'Ped,NPc,N 'Pcp,NNb [Eq. D -4] Number of influencing edges = 0 hef = 6 in ANco = 324.00 in2 [Eq. D -6] ANc = 324.00 in2 Smallest edge distance, ca,min = 9.00 in gjed,N 1.0000 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 ti'c,N = 1.0000 [Sec. D.5.2.6] 'cp,N = 1.0000 [Eq. D -12 or D -13] Nb = kc2, f ' c heft .5 = 12492.40 Ib [Eq. D -7] kc = 17 [Sec. D.5.2.6] Ncb = 12492.40 Ib [Eq. D -4] = 0.65 [D.4.4] Oseis = 0.75 4Ncb = 6090.04 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] Tk,cr = 1003 psi [F- SAS- CSAS2009] kcr = 17 [F- SAS- CSAS2009] hef (unadjusted) = 6 in Nan = Tk,crn dahef = 14179.58 Ib [Eq. D -16f] Tk,uncr = 1942.00 psi for use in [Eq. D -16d] scr,Na = min[20 da (Tk,uncr/1450) , 3hef] = 17.359 in [Eq. D -16d] ccr,Na = scr,Na /2 = 8.680 in [Eq. Na = ANa /ANaotPed,Na 'Pp,NaNao ANao = 301.34 in2 [Eq. D -16c] ANa = 301.34 in2 Smallest edge distance, ca,min = 9.00 in D -16e] [Eq. D -16a] about:blank 6/30/2011 `f`ed,Na = 1.0000 [Eq. D -161] Tp,Na = 1.0000 [Sec. D.5.3.14] Na = 14179.58 Ib [Eq. D -16a] = 0.65 [F- SAS- CSAS2009] 4seis = 0.75 4Na = 6912.54 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 11625.00 Ib (for a single anchor) Veq = Vsaayseis [AC308 Eq. 11 -27] ay.seis = 0.71 [F- SAS- CSAS2009] Veq = 8253.75 Ib = 0.65 [D.4.4] 1 Veq = 5364.94 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa,kcpNcb] [Eq. D -30a] kcp = 2 [Sec. D.6.3.2] Na = 14179.58 Ib (from Section (6) of calculations) Ncb = 12492.40 Ib (from Section (5) of calculations) Vcp = 24984.80 lb 4= 0.70[D.4.4] 4'seis = 0.75 Vcp = 13117.02 Ib (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Adhesive : 0.0000 - Sideface Blowout : N/A about:blank 6/30/2011 Shear - Steel : 0.1879 - Breakout : N/A - Pryout : 0.0768 V.Max(0.19) <= 0.2 and T.Max(0) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 3/4" diameter A307 GR. C SET -XP anchor(s) with 6 in. embedment about:blank L) v 6/30/2011 Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name : Academy School 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318 -08 Calculation Type : Analysis a) Layout Anchor : 3/4" SET -XP Number of Anchors : 1 Steel Grade: A307 GR. C Embedment Depth : 6 in Built -up Grout Pads : No cxi cx2 c y2 c y, Vuay Muy ua r, t'Y2 rvtux tbyi Vuax b 1 ANCHOR •Nina IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. -r INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1 : 20 in cx2: 32 in co : 9 in cy2:9in Date/Time : 6/30/2011 5:49:06 PM NOTE: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear fc : 3000.0 psi c,V • • 1.00 4 F : 1 6 5 7 . 5 psi Iabout:blank 6/30/2011 Thickness, ha : 12 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 Ib Vuay : 0 Ib Muy : 0 Ib *ft ex:0in ey:0in Moderate /high seismic risk or intermediate /high design category : No Anchor w/ sustained tension : No Anchors only resist wind and /or seismic loads : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From [F- SAS- CSAS2009] : Anchor Model = SETXP Category = 1 hmin = 9.75 in cmin = 1.75 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 0.00 Ib Sum of Anchor Tension ENua = 0.00 Ib e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vuai = 1583.00 Ib (Vuaix = -1583.00 Ib , Vuaiy = 0.00 Ib ) Sum of Anchor Shear EVuax = -1583.00 Ib, EVuay = 0.00 Ib e'vx= 0.00in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D -3] da = 0.75 in hef = 6 in cac =18in Smin = 3 in Vuax : -1 583 Ib Mux : 0 Ib *ft about:blank 6/30/2011 ANa = 301.34 in2 ' Smallest edge distance, ca,min = 9.00 in Ted,Na 1.0000 [Eq. D -16I] Iabout:blank I 6/30/2011 `1'p,Na = 1.0000 [Sec. D.5.3.14] Na = 14179.58 Ib [Eq. D -16a] = 0.65 [F- SAS- CSAS2009] Oa = 9216.73 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6A se futa [Eq. D -20] Vsa = 11625.00 Ib (for a single anchor) [F- SAS- CSAS2009] = 0.65 [D.4.4] ( Vsa = 7556.25 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa,kcpNcb] [Eq. D -30a] kcp = 2 [Sec. D.6.3.2] Na = 14179.58 Ib (from Section (6) of calculations) Ncb = 12492.40 Ib (from Section (5) of calculations) Vcp = 24984.80 lb 4' = 0.70 [D.4.4] Vcp = 17489.36 Ib (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Adhesive : 0.0000 - Sideface Blowout : N/A Shear - Steel : 0.2095 - Breakout : N/A - Pryout : 0.0905 T.Max(0) <= 0.2 and V.Max(0.21) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 3/4" diameter A307 GR. C SET -XP anchor(s) with 6 in. embedment about:blank 6/30/2011 June 6, 2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Brad Neil 4035 S 275 Place Auburn, WA 98001 RE: Request for Extension Development Permit No. D11 -239 Academy Schools —14601 Interurban Av S Dear Mr. Neil, This letter is in response to your written request for an extension to Permit Number DI 1 -239. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 180 days from the date of expiration, through December 17, 2012. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, File: Permit No. DI 1-239 W: \Permit Center \Extension Letters \Pennits\201 I \D11 -239 Permit Extension.doc 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 City of Tukwila 44► Department of community development ,ty� l7' Building Official cep RE: Permit No. D11 -239 Academy Schools 14601 Interurban AV S Tukw Dear Building Official: Thank you for your letter of May 1, 2012 reminding us that our remodeling permits will expire on June, 20, 2012. Our project was divided into three phases both for financial reasons and school schedule. Two of the phases are complete and the third is scheduled to start June 18 after school is out and completion with final inspection anticipated around July 1, 2012. As we may not have an inspection before June 20, we respectfully request a permit extension for up to 180 days. Sincerely, Brad Neil Project Manager I21h112 .661,0e/ Wilt] (p/67frG /Z 05 -01 -2012 BRAD NEIL 4035 S 275 PL AUBURN WA 98001 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Permit No. D11 -239 ACADEMY SCHOOLS 14601 INTERURBAN AV S TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 06/20/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 06/20/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D11-239 6300 Southcenter Boulevard, Suite # 100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 Building Division Review Memo — Response Date: Project Name: Permit #: Plan Review: August 5, 2011 Academy Schools D11 -239 Allen Johannessen, Plans Examiner Response to Review Comments: 1— 3 It has been determined that because the school already has two ADA compliant restrooms on the same level, the new restrooms do not need to be ADA compliant. The owner will locate a sign at the new restrooms with an arrow pointing to the location of the existing ADA compliant restrooms. The new restrooms have been resized to ensure that both meet minimum space requirements of plumbing code (2009 UPC 407.5). 4- The existing ceiling, which is a lay -in acoustical tile ceiling, will remain as is, with new walls stopping at the existing ceiling. 5- Deflection track details are shown on sheet 51.0. 6- Floor plan identifying the means of egress is located on drawing 3/A2.0 with a note calling for the required emergency lighting. Electrical drawings and specifications will be provided with the electrical permit submission. 7- The Door Hardware Schedule has been added to drawing A9.0. CORRECTION LTR #_I_ btl 23q RECEIVED AUG 09 2011 PERMIT CENTER August 3, 2011 Gity of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Brad Neil 4035 S 275`h PI Auburn, WA 98001 RE: Correction Letter #1 Development Permit Application Number D11 -239 Academy Schools —14601 Interurban Ay S Dear Mr. Neil, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, /l Bill Rambo Permit Technician encl File No. D11 -239 W:\Permit Center \Correction Letters\2011\D11 -239 Correction Letter#Jl.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: August 1, 2011 Project Name: Academy Schools Permit #: D11 -239 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please specify on the floor plan bathrooms 17 & 18 as unisex. Specify ADA signage for the one unisex ADA bathroom. 2. The toilet in bathroom 18 does not comply with the Uniform Plumbing Code. The clear space in front of any water closed fixture shall be 24 inches and 15 inches from center to both sides and total of 30 inches width minimum. Please revise bathroom layout for bathroom fixtures. (2009 UPC 407.5) 3. Specify grab bars for the toilet area in bathroom 17. Provide accessible dimensions for placement of all required grab bars. Provide all accessible fixture requirement details with dimensions. 4. Provide a reflective ceiling plan or specify type of ceiling and any changes to the ceiling. For ceiling grids, provide construction details. 5. Provide details to show how all new walls shall be attached or supported to the upper framing members. Specify deflection tracks with details if applicable. 6. Provide a floor plan that identifies means of egress. Identify path of egress illumination on the plan to show common paths of egress are provided with emergency illumination. Emergency illumination shall have at least an average 1 foot -candle and a minimum at any point of 0.1 foot candle measured along the path of egress at the floor level. Emergency lighting shall also be required for exit discharge doorways. (IBC Section 1006 & 1008.1.6) 7. Provide a door hardware schedule. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. 11 E �r 4 Ei°9�� PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -239 PROJECT NAME: ACADEMY SCHOOLS SITE ADDRESS: 14601 INTERURBAN AV S Original Plan Submittal X Response to Correction Letter # 1 DATE: 08 -09 -11 Response to Incomplete Letter # Revision # After Permit Issued hinAfs ARTMENTS: Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete T;g, Incomplete DUE DATE: 08 -11 -11 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 T Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions DUE DATE: 09-08-11 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 2 -28 -02 IIPEAMIT COORD COPS PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -239 DATE: 07/20/11 PROJECT NAME: ACADEMY SCHOOLS SITE ADDRESS: 14601 INTERURBAN AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEEPPARTMNS: Building Ivlslon Pbcor9\ Ire Prevention Structural S Al) —) i Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Comments: DUE DATE: 07/21/11 Not Applicable 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 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08 /18 /11 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: f , Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 8. 8 • 2.0 1. 1 Plan Check/Permit Number: DI 1-23 9 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Academy Schools Project Address: 14601 Interurban Av S 1 Contact Person: �312Ap Phone Number: 241 1 'iR Z 6810' Summary of Revision: II: vita •+t Ci 4 y` E1Ct ar■ (.e Pd WY( A AUB:092011 PERMIT CENTER Sheet Number(s): A1-011\2...01 f\Z W. 0 51 0 "Cloud" or highlight all areas of revision including date of revi Received at the City of Tukwila Permit Center by: 'N__Entered in Permits Plus on 1 \applications\forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: La King County Department of Natural Resources and Parks Wastewater Treatment Division • Non - Residential Sewer Use Certification • To be completed for all new sewer connections, reconnections or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type I o ( 3v4- feruv�atii Ave S Prope Street Address -114. calk ton 91 %R. City Slate ZIP (1?0 erifirt ers L LC o nere Name i4 Subdivision Name i4 i I) mit iv Se J)/ Gar ., Lot if Subdiv. # Block # r s� Building Name ACt9t.?Q•YhL _S- Ina()I S (it applicable) ( 020(0 ) 11,a3 -VS°l 30 Owner's Phone Number (with Area Code) ( go 0(ed Property Contact Phone Number (with Area Code) Owner's Malting Address IP, 9r /3t For King County Account # No. of RCEs Monthly Rate Property Tax ID # 32/0 /0— i37c Party to be Billed (if different from owner) ii CA e Sc kc'i4 5e. City or Sewer District 16- Ij) t Gt Date of Connection Side Sewer Permit # Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre - existing building? ❑ Yes ❑ No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? D Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Kind of Fixture Fixture Units No. 01 Fixtures Total Fixture Wilts Public Pdvate Public Private Bathtub and Shower 4 4 Shower, per head 2 2 1 H Dishwasher 2 2 I Z Drinking fountain (each head) 1 .5 Hose bibb (interior) 2.5 2.5 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 7 7 Sink, Clinic flushing 8 8 Sink, kitchen 3 2 I a. Sink, other (service) 3 1.5 t / 6,5—. Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 ( Z Urinal, flush valve, >1 GPF 6 2 Urinal, waterless 0 0 18 Water closet, tank or vaive, 1.6 GPF 6 3 6 Water closet, tank or valve, >1.6 GPF 8 4 Total Fxture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units _ I Logs RCE -20 ' 3M B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons/days Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gaVday) 187 C. Total Residential Customer Equivg iVEp (add A & B) CITY OF TUKWILA RCE A B i. C2‘ JUL 2 0 2011 PERMIT CENTER RCE vii zY1 Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council at a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. All future billings can be prepald at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206- 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of co ected data f• • : erm :tion of a revised capacit c rge. Signature of Owner /Representative r/G' / /' 1 i ,` _ : Print Name of Owner /Representative I+�% /� / F _)fi' • irw 1058 (Rev. 9/07) W Ile - Ktna County Yellow - Local Sewer . encv Pin ' Sewer Custo er SeAre���e Contractors or Tradespeople Peter Friendly Page 1 General /Specialty Contractor A business registered as a construction contractor with LEtI 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 PRECISION BUILDERS INC UBI No. 600553713 Phone 2068782948 Status Active Address Po Box 98609 License No. PRECIBI151C2 Suite /Apt. License Type Construction Contractor City Des Moines Effective Date 2/22/1985 State WA Expiration Date 1/19/2012 Zip 981980609 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status WESTCBI133M3 WEST COAST BUILDERS INC Construction Contractor General Unused 7/23/1987 6/1/1989 Archived PRECIB'163BR PRECISION BUILDERS Construction Contractor General Unused 1/19/1984 1/19/1986 Archived Business Owner Information Name Role Effective Date Expiration Date SANBURN, SCOT D Agent 02/22/1985 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 DEVELOPERS INS CO 415171C 01/19/2002 Until Cancelled $12,000.00 01/14/2002 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 19 Ohio Cas Ins Co BKW125374707607/15/2011 07/15/2012 $1,000,000.0007 /07/2011 18 0010 CAS INS BL01053747076 07/15/2010 07/15/2011 $1,000,000.0007 /13/2010 17 OHIO CAS INS BL01053747076 07/15/2009 07/15/2010 $1,000,000.0006 /23/2009 16 0010 CAS INS BL053747076 07/15/2008 07/15/2009 $1,000,000.0007 /11/2008 15 0010 CABINS 53646587 07/15/2007 07/15/2008 $1,000,000.00 07/17/2007 14 PROBUILDERS SPECIALTY INSURANC LAM5005190 07/15/2006 07/15/2007 $1,000,000.00 07/14/2006 13 BUILDERS Et CONTRACTORS INS CO LAM5005190 07/15/2005 07/15/2006 $1,000,000.00 07/22/2005 12 BUILDERS ft CONTRACTORS INS CO 5000999 07/15/2005 07/15/2006 $1,000,000.0007 /15/2005 11 BUILDERS Et CONTRACTORS INS CO 5000999 07/15/2005 07/15/2006 $1,000,000.0007 /15/2005 https://fortress.wa.gov/lni/bbip/Print.aspx 08/24/2011 4 4.th ;TiT 4.1.(34r, „ . 4F: th -3 1f400 '31 VICINITY MAP 1 4-e ,."=- ) 4 •T4invila S 14.11h S `1). a 29tSt. 4 Academy SCHOOLS BUILDING CODE EXISTING BUILDING 19',5 EDITION UNIFORM BUILDING CODE CONSTRUCTION: TYPE V— ONE HOUR CURRENT OCCUPAACY: E (INTERNATIONAL BUILDING CODE) EXISTING GROSS FLOOR AREA: 9,900 SQ FT MAXIMUM OCCUPANT LOAD: 222 persons two exits required; three exits provided NOTE: the building is equipped with a fully automatic sprinkler system ZONING CODE PROJECT SITE ZONE: REGIONAL COMME.7.CIAL MIXED-USE (RCM) DISTRICT, CITY OF TUKWILA PROJECT SITE AREA: 45,969 SQ FT CURRENT OCCUPANCY: PRIVATE SCHOOL EXISTING GROSS FLOOR AREA: 9,900 SQ FT PARKING REQUIRED: ONE FOR EACH STAFF MEMBER 11 FULL TIME PLUS 3 PART TIME = 14 PLUS TWO FOR EVERY FIVE HIGH SCHOOL STUDENTS OR VISITORS = 2 TOTAL =16 EXISTING PARKING PROVIDED: 25 FULL SIZE STALLS INCLUDING ONE ACCESSIBLE STALL AND ONE ACCESSIBLE VAN STALL LOADING PROVIDED: ONE TRUCK LOADING SPACE , 14601 Interurban Ave S Tukwila, WA 98168 F..norgy Code Comp once Form for Nonresidential and Multifamily Residential :u ±j:1) 8 ,, i43,tresicc;rVill anc uit:fatnay Rosidontial Project 1 nfo Date AlIT,'lcact Name: /1(4(L:cant Addres.7.: AhhLcant Phone: For Building Department Use Project Description 0 1';ew Ruilding El Addition )1( Alteration D Plans Induded Rcfcr to WSEG Section 1513 for controls and commissioning requirern@nts. Compliance Option Alteration Exceptiorts (check appropriate ho, - 1132.3'i 0 nleSciirtive— 0 Liglitir) Pov[Cf Allowance 0 SYste--rns- Arr-itists Qui! ficidj,n C:11,.1c1,..lisl. (over). itticate Prescriptive & LPA spaces clearly on ..4c, ch.aages are being made to the lighting and space use not changed 0: ess than 604.1, of the fixtures new, installed wattage not increased, & space use not changed. PROJECT DESCRIPTION: - REMOVE C (E) WALLS TO CREATE 6 SINGLE LARGER CLASSROOMS. CONSTRUCT NEW WALLS TO CREATE TWO NEW CLASSROOMS. CONSTRUCT TWO NEW SINGLE USER UNISEX TOILET ROOMS. CONSTRUCT NEW WALLS TO CREATE 2 NEW OFFICES, A NEW STORAGE ROOM, AND A NEW LIBRARY. DRAWING INDEX A1.0 COVERSHEET & SITE PLAN A2.0 DEMOLITION & EGRESS PLAN A2.1 FLOOR PLAN A9.0 FRAMING TYPES & SECTION 31.0 CALCULATIONS AND PLAN ch:mges can be made to these plans without approval from the Planning Division uf DCD Appr• z • By: Late: t1/2 mrif.11 to the, pnon, rif.kci fltior npr)rovri of 73,1:!cling Division f w'itIrcqu:re a n ran submittal may inc:ucie additional plan review fees, FI FL: COPY Permft No. pf review approval is subject to errors and omissions. /. 5a of construction documents does not authorize 1 „ny adopted code or ordinance. Recc:ot Lvdroveci Freio Copy and conditions is acknowiedgcd: By Date: " /- City Of TUkwIla BUILDING DIVISION EXISTING FIRE HYDRANT 75 50 ft -- 1.00 ft 8.50 ft d,•oo • 6 @ 8 - 6" 51,00 ft STUDENT DROP OFF 1 PICK-UP PARKING HwAY ENG/NEER :5* STA , 95 *sr. 69 AHD. 95 + 28. 4G BACK i.,,,neueraza.1027. 444 g4e,F.442a, ACCESSIBLE SIGN PiE,-MT echanjcaJ l'.t...-QUIRED FOR: Getectrical relumbing as Piping Ci.y of Tukwila DIVlE.310N CASED A/ION CAk P AKE 3 P/... C ) 0' - 0" REAR YARD SETBACK E_ TER ,44H. roP: : 97 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 92 2011 1/14 City of Tukwila BUILDING DIVISION CORRECTION LTR# per reqs t 2 3 47 _00 20' - 011FRONT YARD SETBACK • 1 1.1 MO= IT 54 aaaerneat ,' ...0■444.4,..11.3074410.E.W.C...tetlaWS...1.1.1.14./........,4h3.... ,,,,,,,,,.tinv.m.,...V.■ 1 ten= i IV 66 "' 3 ' 06" li . I ---. . 3s3$ NY 5,,W41 TELE. /14 H. CULV. , •7 30 proper 0' - 0" SIDE -1 YARD SETBACK R 141 18. 33 /2- ',/a` / 22 1 AUG 09 2011 cc w 0 9 SITE PLAN 1" 20' 11G, sse(.k' archre7l-r 4209 REGISTERED ARCHITECf LORRE L McCONACH1E STATE OF WASHINGTON 71 Columbia Street Suite No. 5C0 Seattle, Wa 98104 P. 206/340-9500 F. 206/340L9519 STRUCTURAL ENGINEERING CONSULTANTS ANDERSON - PEYTON 31620 23rd Ave South. Suite 321 Federal Way WA 93003 Phone (253) 911-9929 ORIGINAL DRAWINGS BYi Howard A. Kinney A.I.A. 5220 Highland Drive BeHevue. Washington 981)6 DEted 1-29-87 KEY F 03103/2011 .E9VISIONS DATE FIXXECT IWO . Project Info prAnFik ibotif SCHOOLS APPROVED FOR THE OWNER DATE JOB NO : 0836.0) ISSUE DATE : 07/05/2311 COVER AND SITE PL AtC, REMOVE EXISTING WALL N N N N N N N N N N N N N N N \ N N REMOVE EXISTING WALL REMOVE PORTION OF EXISTING WALL DEMOLITION PLAN 1/8' -1'-0' N N N REMOVE PORTION OF EXISTING WALL N N N REMOVE EXISTING WALL EGRESS PLAN NOTE: EMERGENCY ILLUMINATION SHALL HAVE AT LEAST AN AVERAGE OF 1 FOOT - CANDEL AND A MINIMUM AT ANY POINT OF .1 FOOT - CANDEL MEASURED ALONG THE PATH OF EGRESS AND AT DISCHARGE DOORWAYS AT THE FLOOR LEVEL. I-- 131 REVIEWED FOR CODE COMPLIANCE APPROVED AUG h 2 2011 City of Tukwila BUILDING DIVISION F- RECEIVED ? AUG 09 2011 W PERMIT GMTER N � . z 0 bassetti I architects 4209 RE ISTERED A CHITECT tORIIE Ir IkCCOIACHIE STATE OF WASHINGTON 1 C m is Street Suite No. 500 Seattle, Wa 98104 P. 206/340 -9500 F. 206/340 -9519 STRUCTURAL ENGINEERING CONSULTANTS ANDERSON - PEYTON 31320 23rd Ave South, Suite 321 Federal Way WA 98003 Phone (253) 941 -9929 08/08/2011 REVISIONS DATE KEY PLA PROJECT IIFO Project Info ACADEMY SCHOOLS APPROVED FOR THE OWNER DATE JOB NO : 10836.00 ISSUE DATE : 07/05/2011 DEMOLITION AND EGRESS PLAN A2.0 OFFICE 15 AREA: 212SF TUTOR 02 AREA: 173SF N N \ N N N N N N N MULTI -USE/ ASSEMBLY CLASSROOM 04 AREA: 362SF 6' -0" OFFICE 25 AREA: 139 SF 16' -0 ",/ CLASSROOM 05 AREA: 362SF CLASSROOM 12 AREA: 461SF n ALIGN CLASSROOM 19 AREA: 342SF jJANITOR 24 KITCHEN 11 AREA: 212SF MEN BATHROOM 22 SEMINAR 10 AREA: 461SF 6-0" 21> 0 N LIBRAR 21 1� AREA: 382• F CLASSROOM 20 AREA: 372SF CLASSROOM 06 '~ -AREA: 354SF CLASSROOM 07 AREA: 362SF STORAGE 09 AREA:187SF RECEIVING 08 AREA: 254SF FLOOR PLAN EXTERIOR EXIT LIGHTING - REFER TO ELECTRICAL DRAWING NOTE: LAY -IN CEILING - EXISTING TO REMAIN. E T S IN e OOM 17 AND 18 ARE SIZED FOR CHILDREN: 11" MIN. AND 11 "MAX HEIGHT ABOVE FINISHED FLOOR. NOTE: LAVATORY FIXTURES IN ROOM 17 AND 18 ARE SIZED FOR CHILDREN: KNEE CLEARENCE -OF- 24 "--AND A -- MAXIMUM OF 31" ABOVE FINISHED FLOOR. 1/8' -1' -0' b137 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 92 2011 City of Tukwila BUILDING DIVISION bassetti architects a� i 1 tao u L m Mc0NAcH $ bia St, e et STATOF WASHINGTON Suite No. 500 Seattle, Wa 98104 P. 206/340 -9500 F. 206/340 -9519 STRUCTURnL ENGINEERING CONSULTANTS i-NDERSON- PEYTON 31620 23rd Ave South, Suite 321 Federal Way WA 98003 Phone (253) 941 -9929 EIVED 09 2011 IT CENTER 414/1■ F- oc W a_ z 0 J m 08/08/2011 REVISIONS DATE KEY PLA!\I PROJECT INFO Project Info ACADEMY SCHOOLS APPROVED FOR THE OWNER DATE JOB NO : 10836.00 SUE DATE : 07/05/2011 FLOOR FLAB ,42.1 GLASS SIZE TO MATCH EXISTING 3' -0" 2" TYP. 2" TYP. A DOOR TYPES B MATCH (E) DOORS 2" TYP. C DOOR/ RELITE FRAME OR EDGE OF WALL AT OPENING NOTE: WHERE THERE IS NO WALL SPACE OR DOOR SWING CLEARANCE @ LATCH SIDE OF DOOR, SIGN SHALL BE PLACED AT NEAREST ADJACENT WALL, REFER TO SIGNAGE LOCATION PLAN. CENTER WHEN BETWEEN TWO HM FRAMES. TACTILE SIGN LOCATION 1/2' =1' -0' J 0 L STUDENTS 6/4" 2" TYP. 1 RAISED PICTOGRAMS, CONTRASTING COLOR CENTER 3/4" RAISED TEXT SEE SCHEDULE CENTER BRAILLE CHARACTERS CENTER BATHROOM SIGNAGE DOOR SCHEDULE DOOR NO. DOOR TYPE FRAME TYPE DOOR DETAILS BUTTS LOCKS CLOSERS KICK PLATES STOPS REMARKS 8 C 1 5 -A9.0 B1 L2 1 S1 6 - A9.0 9 C 1 5 -A9.0 B1 L2 6 -A9.0 S1 25A 16 C 1 5 -A9.0 B1 L2 51 17 C 1 5 -A9.0 B1 L1 K1 S1 18 C 1 5 - A9.0 B1 L1 K1 S1 19 B 1 5 -A9.0 B1 L3 C1 K2 S1 W1 19A A 1 5 - A9.0 B1 L1 K1 51 20 A 1 5 -A9.0 B1 L1 K1 S1 20A A 1 5 - A9.0 B1 L1 K1 S1 21 B 1 5 -A9.0 B1 L3 C1 K2 S1 W1 21A A 1 5 -A9.0 B1 L1 K1 S1 25 A 1 5 -A9.0 B1 L2 S1 26 A 1 5 - A9.0 B1 L2 S1 5/8" GYP 6" WOOD STUD SOUND CONTROL BATT INSULATION SIGNAGE GENERAL NOTES 1. SEE SIGNAGE SCHEDULE, SECTION 101424 FOR TEXT AT LAMINATED PLASTIC SIGNAGE. 2. INTERIOR SIGNAGE COLORS WILL SELECTED FROM MANUFACTURS STANDARDS, U.N.O. 3. INSTALL TACTILE EXIT SIGNAGE STATING "EXIT" AND COMPLYING WITH 2003 IBC SECTION 1011.3 AND ICC A117.1 AT ALL FIRST FLOOR EXTERIOR DOORS, AND AT SECOND FLOOR DOORS SE200 -2, SE253 -2, SW202 -2, NW247 -2, AND NW250 -2. 5/8" GYP WALL BOARD TYPE X 6" WOOD STUD SOUND CONTROL BATT INSULATION HARDWOOD TO MATCH (E) DOORFRAME TYP. WOOD DOOR FRAME DETAIL NOTE: GENERAL HARDWARE NOTE: USE SPECIFIED MFR OR OWNER APPROVED EQUAL. BUTT HINGES B1 - MCKINNEY - FULL MORTISE, STANDARD WEIGHT - TA714, 4 -1/2" X 4 -1/2" LOCKSETS AND CYLINDERS L1 - SARGENT - PRIVACY LOCK - 8225 L2 - SARGENT - CLASSROOM LOCK - 8237 L3 - SARGENT - CLASSROOM LOCKSET - 8237 SET AUTOMATIC FLUSHBOLTS - FB41 P DUST PROOF STRIKE - DP2 COORDINATOR - COR X FILLER BAR X 2 /MB BRACKETS 1/4' =1' -0' HARDWOOD TO MATCH (E) DOOR FRAME TYP. WOOD WINDOW FRAME DETAIL 1/4' =1'-0' ti 11" 6" CV 0 RECEPTION DESK SECTION 1/8' =1'-0' CLOSERS (NOTE: FURNISH 2 DOOR CLOSERS FOR PAIR OPENINGS) C1 - SARGENT - PARALLEL ARM, HOLD OPEN ARM - 351 -PH10 KICKPLATES K1 - TRIMCO - 6" HIGH MOP PLATE - B4EMP K2 - TRIMCO - 10" HIGH KICK PLATE - B4EKP STOPS S1 - TRIMCO - FLOOR STOP -1215 CKU 8" WEATHER STRIPPING AND SMOKE GASKETS W1 - PEMKO - SELF ADHESIVE SMOKE GASKETING - S88 6/4" RAISED PICTOGRAMS, CONTRASTING COLOR CENTER BRAILLE CHARACTERS CENTER BATHROOM SIGNAGE 'DIV- 613/ REVIEWED FOR CODE COMPLIANCE APPROVED AUG 9 2 2011 City of Tukwila BUILDING DIVISION RECEIVED AUG 09 2011 PERM TCENTEp cc W 1.1.. z_ 0 m b::7c.clofti !J ayV it L L / architects / 4209 REGISTERED AR 1 CT LOME L Mo00NA HIE STATE OF WASHI TON J C • 't Suite No. 500 Seatt.e, Wa 98104 P. 2C6/340 -9500 F. 2C6/340 -9519 STRUCTURAL ENGINEERING CONSULTANTS ANDERSON - PEYTON 31620 23rd Ave South, Suite 321 Federal Way AA 98003 Phone (253) 941 -9929 08/08/2011 REVISIONS DATE KEY PLAN PROJECT WO Project Info ACADEMY SCHOOLS APPROVE=D FOR THE OWNER DATE JOB NO : 10836.00 ISSUE DATE : 07/05/2011 FRAMIr4G TYPES AND SECTION A9.0 WINDOW SCHEDULE WINDOW NO. WINDOW TYPE FRAME TYPE WINDOW DETAILS 20B 1 1 6 - A9.0 20C 1 1 6 -A9.0 25A 1 1 6 - A9.0 5/8" GYP 6" WOOD STUD SOUND CONTROL BATT INSULATION SIGNAGE GENERAL NOTES 1. SEE SIGNAGE SCHEDULE, SECTION 101424 FOR TEXT AT LAMINATED PLASTIC SIGNAGE. 2. INTERIOR SIGNAGE COLORS WILL SELECTED FROM MANUFACTURS STANDARDS, U.N.O. 3. INSTALL TACTILE EXIT SIGNAGE STATING "EXIT" AND COMPLYING WITH 2003 IBC SECTION 1011.3 AND ICC A117.1 AT ALL FIRST FLOOR EXTERIOR DOORS, AND AT SECOND FLOOR DOORS SE200 -2, SE253 -2, SW202 -2, NW247 -2, AND NW250 -2. 5/8" GYP WALL BOARD TYPE X 6" WOOD STUD SOUND CONTROL BATT INSULATION HARDWOOD TO MATCH (E) DOORFRAME TYP. WOOD DOOR FRAME DETAIL NOTE: GENERAL HARDWARE NOTE: USE SPECIFIED MFR OR OWNER APPROVED EQUAL. BUTT HINGES B1 - MCKINNEY - FULL MORTISE, STANDARD WEIGHT - TA714, 4 -1/2" X 4 -1/2" LOCKSETS AND CYLINDERS L1 - SARGENT - PRIVACY LOCK - 8225 L2 - SARGENT - CLASSROOM LOCK - 8237 L3 - SARGENT - CLASSROOM LOCKSET - 8237 SET AUTOMATIC FLUSHBOLTS - FB41 P DUST PROOF STRIKE - DP2 COORDINATOR - COR X FILLER BAR X 2 /MB BRACKETS 1/4' =1' -0' HARDWOOD TO MATCH (E) DOOR FRAME TYP. WOOD WINDOW FRAME DETAIL 1/4' =1'-0' ti 11" 6" CV 0 RECEPTION DESK SECTION 1/8' =1'-0' CLOSERS (NOTE: FURNISH 2 DOOR CLOSERS FOR PAIR OPENINGS) C1 - SARGENT - PARALLEL ARM, HOLD OPEN ARM - 351 -PH10 KICKPLATES K1 - TRIMCO - 6" HIGH MOP PLATE - B4EMP K2 - TRIMCO - 10" HIGH KICK PLATE - B4EKP STOPS S1 - TRIMCO - FLOOR STOP -1215 CKU 8" WEATHER STRIPPING AND SMOKE GASKETS W1 - PEMKO - SELF ADHESIVE SMOKE GASKETING - S88 6/4" RAISED PICTOGRAMS, CONTRASTING COLOR CENTER BRAILLE CHARACTERS CENTER BATHROOM SIGNAGE 'DIV- 613/ REVIEWED FOR CODE COMPLIANCE APPROVED AUG 9 2 2011 City of Tukwila BUILDING DIVISION RECEIVED AUG 09 2011 PERM TCENTEp cc W 1.1.. z_ 0 m b::7c.clofti !J ayV it L L / architects / 4209 REGISTERED AR 1 CT LOME L Mo00NA HIE STATE OF WASHI TON J C • 't Suite No. 500 Seatt.e, Wa 98104 P. 2C6/340 -9500 F. 2C6/340 -9519 STRUCTURAL ENGINEERING CONSULTANTS ANDERSON - PEYTON 31620 23rd Ave South, Suite 321 Federal Way AA 98003 Phone (253) 941 -9929 08/08/2011 REVISIONS DATE KEY PLAN PROJECT WO Project Info ACADEMY SCHOOLS APPROVE=D FOR THE OWNER DATE JOB NO : 10836.00 ISSUE DATE : 07/05/2011 FRAMIr4G TYPES AND SECTION A9.0 NOTE: SEE ARCH PLAN SHEET A2.1 FOR LOCATIONS 12 GAUGE WIRE MIN CO 4' -0" O.C. SPACING CLIP PER MFR TO TRACK & STRUCTURE EXIST CEILING — SEE ARCH PLANS NON— STRUCTURAL WALL PER ARCH 600T125 -33 MIN TOP TRACK W/(1) — #8 SCREW IN EA STUD FLANGE NON - STRUCTURAL TOP OF WALL CONN NOTE: DETAIL PROVIDES EQUIVALENT HOLDOWN AND CONNECTION TO FOOTING SIMILAR TO DETAIL 2/S -1 FROM 1/29/87 CONST PLANS. * USE SIMPSON SET —XP EPDXY OR EQUIVALENT 2x6 STUDS PER DETAIL 1/51.0 SIMPSON HDU5 W/ (2)2x6 DF #2 STUDS 0 0 0 0 MIN OF 12" EMBEDMENT 2' -6" SQ. FTG PER 1/29/87 PLANS SIMPSON HOLDOWN RETROFIT 1' -0" PER 1/29/87 PLANS NOTE: DETAIL TO MAKE SHEAR TRANSFER MATCH DETAIL 10/S -3 ON 1/29/87 PLANS CO UPPER PORTION & DETAIL 5/S -2 ON 1/29/87 PLANS FDN. SIMPSON LTP4 CLIP © 20" O.C. EXISTING SHEARWALL RESTORED LOWER PORTION OF SHEARWALL 2x6 CO 6" O.C. (MATCHES EXISTING WALLS) NAILING & SHEATHING PER DETAIL 10/S -3 OF 1/29/87 CONST DOCUMENTS. 0.148 "0 NAILS ® 4" O.C. AT ALL PANEL EDGES (MATCH EXISTING SHW'S) 1/2" NOMINAL OSB OR PLYWOOD SHEATHING 3/4 "0 THREADED RODS © 32" O.C. USE SIMPSON SET —XP OR EQUIVALENT W/ MINIMUM OF 6" EMBEDMENT 6" MIN EMBEDMENT EXISTING 1' -6" WIDE BY 1' -0" DEEP FOOTING CONN UPPER EXISTING SHW TO LOWER SECTION INSPECTION FOR VERIFICATION OF DRILLED HOLES AND HOLE PREPARATION FOR EPDXY SHALL BE REQUIRED PRIOR TO INSTALLATION OF EPDXY AND RE -BAR (OR BOLTS IF APPLICABLE). INSPECTION SHALL BE INCLUDED WITH THE FOUNDATION INSPECTION. --e1As&Room 13 ARt* 4§F \r/ CLASSROOM 14 AREA: *'NSF CLASSROOM 12 AREA: 461 SF Ea OFFICE 15 AREA: 212SF WORK RM/ ' EC. OFFICE 26 AREA: 111 SF OFFICE 25 AREA: 139 SF JANITOR 24 KITCHEN 11 AREA: 212SF WOMEN ATHROOM SEMINAR 10 AREA: 461SF FLOOR PLAN 1/8' = 1'-0' • MEN BATHROOM 22 STORAGE 09 AREA:187SF VESTIBULE 01 0 MULTI -USE/ ASSEMBLY TUTOR 02 AREA: 173SF CONFER. 03 AREA:173SF CLASSROgii 04 AREA 2SF BA OOM AREA: 56SF OM 184''';, REA: 42 STORAGE 1 REA: 47SF / /;% CLASSROOM 19 AREA: 342SF CLASSROOM 05 AREA: 362SF S1.0 TYP c NON STRUCTURAL WALLS CLASSROOM 20 AREA: 372SF LIBRARY 21 AREA: 382SF RECEIVING 08 AREA: 254SF N./ 1 CLASSROOM 06 REA: 354SF INSTALL HOLODOWN AND ITS ANCHOR PER DETAIL 2/S1.0 CLASSROOM 07 AREA: 362SF / INSTALL WALL TO MATCH ORIGINAL PLANS, DATED 1/29/87, SHEARWALL CONFIGURATION OF 1/2" NOMINAL WOOD SHEATHING, ONE SIDE, WITH 0.148 "0 NAILS ® 4" 0.C. AT PANEL EDGES AND 12" 0.C. IN FIELD. MAKE CONNECTION TO REMAINING UPPER WALL PORTION PER DETAIL 1/51.0 p �1- a-39 NOTE: BETWEEN CLASSROOM 19 & 20 CONSTRUCT SHEARWALL TO MATCH WALL SHOWN ON 1/29/87 PLANS. ALL OTHER REMAINING SHEARWALLS D0 NOT NEED ANY MODIFICATIONS (CALCULATIONS SUBMITTED SUPPORTING THIS). REVIEWED FOR CODE COMPLIANCE APPROVED AUG 9 2 2011 City of Tukwila BUILDING DIVISION sN RECEIVED AUG 092011 PERMIT CENTER W a_ 0 Z 0 m bassetti architects 71 Columbia Street Suite No. 500 Seattle, Wa 98104 P. 206/340 -9500 F. 206/340 -9519 000Anderson - Peyton ❑Q❑ Structural Engineering Consultants OOOA Division of ACP Consultants, Inc. 31620 23rd AVENUE SOUTH, SUITE 321 FEDERAL WAY, WASHINGTON 98003 (253) 941 -9929 FAX (253) 941 -9939 KEY PLAN PROJECT INFO Project Info ACADEMY SCHOOLS APPROVED FOR THE OWNER DATE JOB NO : 11.079 ISSUE DATE : 7-5-11 REVISION DATE : 8-9 -11 FLOOR PLAN S1.0