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Permit D14-0106 - BEAUTY DIRECT - TENANT IMPROVEMENT
BEAUTY DIRECT 377 STI(ANDKR BLVD D14-0106 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT 2623049064 377 STRANDER BLVD BLDG B Project Name: BEAUTY DIRECT Permit Number: D14-0106 Issue Date: 4/22/2014 Permit Expires On: 10/19/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: REGENCY CENTERS LP PO BOX 790830 C/O PROPERTY TAX DEPT, SAN ANTONIO, WA, 78279 KWANGHYUN BAEK 978 INDUSTRY DR, STE 220, TUKWILA, WA, 98188 UNLIMITED CONSTRUCTION INC 13224 59 AVE W , EDMONDS, WA, 98026 UNLIMCI930B5 BEAUTY EXPO 9000 RAINIER AVE S, SEATTLE, WA, 98118 Phone: (425) 635-8914 Phone: (206) 778-3252 Expiration Date: 4/15/2015 DESCRIPTION OF WORK: NEW TENANT: TENANT IMPROVEMENT FOR NEW RETAIL STORE WITH NEW 2ND FLOOR STORAGE. NO EXTERIOR OR SITE MODIFICATIONS Project Valuation: $120,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Fees Collected: $2,863.22 Type of Construction: VB Occupancy per IBC: M Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: Internations Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and 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. Signature: Print Name: Date: This permi ' shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the wor is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 24: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be Tess than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: 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) 3: 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) 5: 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) 6: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 7: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 8: 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) 9: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 10: Every exit sign and directional exit sign shall have plainly legible letters not Tess 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 Tess than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be Tess 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) 11: 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) 12: 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 Toss, 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) 13: 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) 17: 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) 15: 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) 27: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 14: 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. 2327). 18: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2328. 19: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72-5.5.2.1) 21: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 22: 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 #2328) 20: 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 #2328) (IFC 104.2) 23: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 25: 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. 26: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 30: ***BUILDING PERMIT CONDITIONS*** 31: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 32: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 33: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 34: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 35: All wood to remain in placed concrete shall be treated wood. 36: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 37: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 38: 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. 39: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 40: 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). 41: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 42: 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. 43: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 0502 LATH & GYPSUM CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.TukwilaWA.gov Building Permit No. 1 I_(- 0 to Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to he accepted for plan review. Applications will not he accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 377 STRAN1ER BL VD Tenant Name: ISSAUTY P1 c-f PROPERTY OWNER Name: REreL-Nol L cvr, Lp Address: Si3C; (Iw Iwpouis izp / STD ,,45 City: LAKE a ltees State: OK Zip: " 1703c CONTACT PERSON - person receiving all project communication Name: J/WANGHyue1 &4 Addresss:'/78 /, 'DDNSTRy pc STE 220 City: rupig1 State: W/ �j Zip:geyla � Phone: .1s. e3s-, $9J`1',/Fax: Email: dkhere k @ ui /A,YY'/ 7leec es. colt GENERAL CONTRACTOR INFORMATION Company Name: 3 4i 1rI I45-4 c ✓l Address: City: �� ,- State: ttit Zip: fern Phone:4055—i_s 6/ Fax: Contr Reg No.: ii,Exp Date: ,i4;,,7 306e a.r,. Tukwila Business License No.: a( tl .\ApplicationsTorn-Applications On Line\201 1 Applications\Pennit Application Recisea - >i 't- I I docx Rat iced August 2011 King Co Assessor's Tax No.: Suite Number: 37 % Floor: ST New Tenant: de. Yes ❑..No ARCHITECT OF RECORD Company Name: U I L. ARG4111U15, 1.4.C, Architect Name: KWMJhyu,J 60:K Address: Q78 itittiST'e y DR 5TE 220 City: -rag /vi A State: WA Zip:981jj Phone: 42g Fax: Email: dkbgek6 UifeIrCh;ieCtc. Com ENGINEER OF RECORD . Company Name: Cs a EN&/NFF.'S Engineer Name: e+uiv4 bt C/O Address: Mae 4,407th t7A $E City: 50THT. L L State: WA Zip: G18Dk, / Phone: . Z35..p88(, Fax: Email: info & c s 2 e pleinee-rs . coin LENDER/BOND ISSUED (required for projects S5,000 or greater per W�199.27.095) ;RRCC Name: ggiftr ' l/ tym ,j., ; 46,i4d i z.i Address:godo /p�-70ei. s l City:A e`G State: WA Zip:OJ�,2 Page I of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ /14000 Describe the scope of work (please provide detailed information): MUIent imprDvef -rter - nen, t i'a l ,9fo!'p. i'11741 /1G14/ 24c1 floor S7`Orzege • ih0 exleri err or 5ite i»odifi e -t,a- ►S. oa Will there be new rack storage? ❑ Yes Existing Building Valuation: $ b No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC (''Floor /0.8/9sf 3,610 ff 1113 Al 2nd Floor ,Ird Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport `- Detached Carport Covered Deck 1Jncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures. plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: i Z 767 Compact: Handicap: Will there he a change in use? 0 Yes ►I No If "yes", explain: FIRE PRQTECTION/HAZARD US MATERIALS: ie f Sprinklers Automatic Fire Alarm 0 None 0 Other (specify) Will there he storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ® No If "yes'. attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. 11:1Applicalions\Forms-Applications On Line\201 I Applications\Permit Application Rea ised - 8-9-11 docn Revised. August 2011 bh Page 2 of 4 I PERMIT APPLICATION NOTES 1 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BI[ILDING OWNER OR AUTHORIZED AGENT: Signature: /� e ,,/ Print Name: /t W/4/v b/7 fd BIM Mailing Address: 67 70 //LION57R / At FL2,0 Date: r 3. )-4 Day Telephone: 44, 6.g. RVit T /CW/L,q WI} 9f/4,2 City State Zip 11`ApphcationslForms-Applicatiots On Line\201 1 Applications\Permit Application Ret ised - 8-9-1 Ldocs Revised. August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $1,770.18 D14-0106 Address: 377 STRANDER BLVD BLDG B Apn: 2623049064 $1,770.18 DEVELOPMENT $1,686.10 PERMIT FEE R000 322 100.00 00 $1,681.60 WASHINGTON STATE SURCHARGE B640.237.114 $4.50 TECHNOLOGY FEE $84.08 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R1879 R000 322.900 04.00 $84.08 $1,770.18 Date Paid: Tuesday, April 22, 2014 Paid By: MATTHEW YUN Pay Method: CREDIT CARD 02106B Printed: Tuesday, April 22, 2014 1:37 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitT ►K ,093.04 D14-0106 Address: 7 TRANDER LVD BL 4 064 1,09 DEVELOPMENT $1,093.04 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R1689 R000.345.830.00.00 $1,093.04 $1,093.04 Date Paid: Thursday, April 03, 2014 Paid By: UIL ARCHITECTS LLC Pay Method: CHECK 1302 Printed: Thursday, April 03, 2014 9:48 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit SP T • o. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 431-2451 Pro&...424(64evit___ Type .oflinsvt;21:4....... Addles 7�% f9/fP Date Called: Special Instructions: ?bat ted; , (� (Liz Requester: Phone No: "Approved per applicable codes. tJ Corrections required prior to approval. COMMENTS: (k) I -h /1"--1 API Da ,/ EIN4PECTION FEE RE IRED. Prior to ext inspection, fee must be id at 6300 Southcenter Blvd.. Suite 1 . Gall to schedule reinspection. INSPECTION RECORD Retain a copy with permit TIN NO. bIL!o PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-24S1 ProjecDtT , M MIDo CI . Type of Insection: . 7:_i_ A4d3s31 -7 si-j-44,0\i it)4. ._ Date Called: Special Instructions: Date Wanted: (.0 ...... ....... ,../ en. Requester: Phone No: 12IApproved per applicable codes. [3 Corrections required prior to approval. COMMENTS: - 'I-) ' 0 ? An I t..3 — ----) :..(__NYP-2 — 4 *Air GOA '11 IStir,i '' ;I , ..t-,41„,,,, _74.,))(,.,-/-2/i , i 1 ...,7 , ot.722 ss. SPECTION FEE REQLIIRED. Prior to next inspection. fee must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. t INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 1.44-1\U-14.1 ( QQ(1-7.--- TYRMIehrrk Date Called: Atrsrij f ivitiI Special Instructions: Date Wanted: 15 q C' Requester: Phone No: EjApproved per applicable codes. tJCorrections required prior to approval. COMMENTS: . A. 10 rA{ss,,.i`i r3PAOF5 F Ir_egilSCIr- 7 lii+a11c-, 4 1.-4-A2> L.. )S r'A p5 ''N ,-- -?‹ ns o: AQ, �c .1 / 8- /V RE PECTION FEE REQUIRED. Pri .. to neinspection. fee must be a • at 6300 Southcenter Blvd.. Suite 1.1. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN PE TION P RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Pmj Fal r,-c-i .(s 2e- 1`ype t' UC-� �.. nl Date Called: Special Instructions: c;'\ Date anted: Std.. i Li.m if, Requestel F 1 r ti. �t .„, Phon2No6:�� g'S & 566 ( sti"(Approved per applicable codes. a Corrections required prior to approval. COMMENTS Dats--_lt 0) NSPECTION FEE I QUIRE). Prior to next inspection. fee must be id at 6300 Southcent Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 1 - $ -/ ly-G- /S`i PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project. %t*-)1 Type of I spection: i¢ -- Sel Address: Suite#: 3-77 5i'`+'e Con Person: P dnAr" Special Instructions: Phone No.: 171 Approved per applicable codes. COMMENTS: 1C-t- /3 z A14rs 5frir.‘"z4 dss /r1-- o S riCorrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: &, 5-S Date: frno l i K Hrs.. / , n $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: City: Word/Inspection Record Form.Doc Company Name: State: 6/11/10, Zip: T.F.D. Form F.P. 113 INSPECTION REC RD" Retain a copy with permit INSPECTION NUMBER hr4-oIo' /y- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: l (e e _ Type of nspection: �f /7 t oco/caAddress: Rem- b 7 Suite #: S-�,�,p e)s - et_Contact Person: Special Instructions: Phone No.: proved per applicable codes. COMMENTS: 5- ��o Cto I I Corrections required prior to approval. a/v 1 ZoP Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire Permits: Occupancy Type: Inspector: iti cvv_c-g- Date: 6 9/19( Hrs.: off. n $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: City: Word/Inspection Record Form.Doc Company Name: State: 6/11/10 Zip: 16126 40d' Drive SE Bothell, WA 98012 Email: info@cs2engineers.com d, G52 !NG/N!L°!RS GMI 1 Structural Challenge 15acc... FILE COPY Pam* lo. Structural Calculations Phone: (206) 235-8886 Fax: (866) 697-9506 Addition of Attic inside Existing Building BEAUTY DIRECT 377 Strander Blvd Tukwila, WA 98188 CO2 LING/N!Oi GMI 1 Structural Challenge , Success Prepared By: Sung U. Cho, P.E. Prepared Date: March 29, 2014 CS2 No.: 1488 D 1y-0106 ,r REVIEWED FOR BODE COMPLIANCE APPROVED APR 17 2014 �r. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 3 2014 PERMIT CENTER Project: Beauty Direct Date: March 29, 2014 Location: TUKWILA, WA Prepared By: S. Cho CS2 No: 1486 Page I. Scope of Work Provide structural analysis and design calculations for addition of storage attic. The information in this report summarizes the requirements for construction of structural elements for the gravity load resisting in conformance with the current building codes accepted by City of Tukwila. The engineering of such structural elements and connections are designed to resist the vertical (gravity) loading particular to this existing structure. Unless noted otherwise, all means and methods used shall be in keeping with good and generally accepted construction practices. As requested, we have evaluated the structural stability of the existing building condition in conformance of with the current building codes. If any other structural change, other than the appearances indicated in this report, is made in any way to the existing building structure, this analysis is invalid. In such a case, a separate, supplemental structural analysis will be required. Please refer to the following calculations and supporting sketches as well as the architectural drawing package as provided by others. II. Loads/Design Criteria: (IBC 2012 & ASCE 7-10) Please refer to the following calculations 1. Dead Load — See calculation 2. Live Load — Floor = 80 psf (Nonresidential Attic with storage) 3. Seismic — SS = 1.450g, Si = 0.540g, SOS = 0.967g, Sol = 0.540g Site Class D, I = 1.0, R = 6.5 4. Concrete compressive strength, f c = 3,000 psi 5. Concrete steel reinforcing strength, fy = 60,000 psi 6. Allowable soil bearing pressure = 2,500 psf (from as -built drawing, dated August, 1998) References: 1. IBC 2012 2. ASCE 7-10 3. ACI 318 4. AF&PA NDS 2012 & SDPWS2008 III. Conclusions and Recommendations General contractor shall verify all existing dimensions, member sizes and conditions prior to commencing any work. All dimensions of existing condition shown on the reference are intended as guidelines only and must be verified in field. Any discrepancies shall be called to the attention of the architect or engineer and shall be resolved before proceeding with the work. Contractor shall provide temporary bracing for the structure and structural components until all final connections have been completed in accordance with the plans. 16126 40th Drive SE Bothell, WA 98012 Email: info@cs2engineers.com TEL: (206) 235-8886 Page 1 of 35 FAX: (866) 697-9506 Project: Beauty Direct Date: March 29, 2014 Location: TUKWILA, WA Prepared By: S. Cho CS2 No: 1486 Page Gravity Load Design Calculation 16126 40th Drive SE TEL: (206) 235-8886 Bothell, WA 98012 Page 2 of 35 FAX: (866) 697-9506 Email: info@cs2engineers.com G52 ENGINEERS Civil 4 Structural Challenge 4 Success Project: TUKWILA Beauty Expo Client: Washington United Terminal Job No.: 1488 By: S. Cho Date: 3/29/14 Subject: Design Calculations Page: Design & Loading Criteria of Dead Load: Roo • • _ Insulati• = Roof sheat' ' • • = Trusses @ 24' 5/8" GWB = M&E= Miscellaneous = Roof dead loa 3.0 psf 1.0 • =f 1.8 psf psf 2.8 psf 1.0 psf 1.0 .sf Wall Dead Load: 2x4 Stud © 16" o.c. = 1.1 psf 7/16" Sheathing = 1.8 psf Gypsum sheathing = 0.0 psf Insulation = 0.0 psf Siding = 0.0 psf Miscellaneous = 0.0 psf Wall dead load total = 2.9 psf USE = 3.0 psf Seismic Load Criteria Design Short -period Spectral Response, Sps = Design One -second Spectral Response, SDI = Response Modificatioin Coefficient, R = Site Class, (Table 1613.5.2 IBC 2012) = Risk Category (Table 1604.5 IBC 2012) = Standard -Occupancy Buildings Height of the Builiding, h„ = Building Period Coefficient, CT = Wind Criteria Basic Win• • = sec gust) V3s = Wind Exposure B, C, or Risk Category (Table 1604.5 IBC 2012 Mean Roof Height = Roof Rise In ( alytical wind load method) e 1609.6.2.1(1) IBC 2012) = Floor Dead Load: Carpet Floor Cover = Batt Insulation = 3/4" Floor sheathing = Joists @ 12" o.c. = 5/8" GWB = M&E= Miscellaneous = 1.0 psf 0.6 psf 2.5 psf 2.7 psf 2.8 psf 0.5 psf 0.5 psf Floor dead load total = USE = Floor Live Load: !Total Floor Load = 0.967 (per USGS) 0.540 (per USGS) 6.5 II 8 ft 0.02 10.6 psf 11.0 psf 80 psf 91.0 psf : Attic floor level mph B Exposure II Catergory 8 ft : Attic floor level 16126 40th Drive SE Bothell, WA 98012 info@cs2engineers.com Page 3 of 35 TEL: 206-235-8886 FAX: 866-697-9506 DESIGN PROPERTIES L 1 „, L�I 1-21/26" 11/2"-13/8" A 1'/+"-13/" 91/2„ T- 3/8" ' f 11 r/8" 1/2" 14" TJI® 110 Joists n 112/a" 14" 16" TJI® 210 Joists r2v16" 1'/a"-13%" w 9' " 1121e" 14" 16" _ [ TJI® 230 Joists Design Properties (t00% Load Duration) r-25/16" 13/8" 13 " 117/e" 3/a" 14" 16" 112/a" 14" 16" TJI® 360 Joists TJI® 560 Joists Depth TJI® Basic Properties Reaction Properties Joist Weight (Ibs/ft) Maximum Resistive Moment()) (ft-Ibs) Joist Only El x 10 (in.2-Ibs) Maximum Vertical Shear (lbs) 13/a" End Reaction (Ibs) 31/s" End Reaction (lbs) 3%2" Inte mediate Reaction (Ibs) 5'/a" Inte mediate Reaction (lbs) No Web Stiffeners With Web Stiffeners(2) No Web Stiffeners With Web Stiffeners12) 91/2" 110 2.3 2,500 157 1,220 910 1.220 1,935 N.A. 2,350 N.A. 210 2.6 3,000 186 1,330 1,005 1,330 2,145 N.A. 2,565 N.A. 230 2.7 3,330 206 1,330 1,060 1,330 2,410 N.A. 2,790 N.A. 112/e" 110 2.5 3,160 267 1,560 910 1,375 1,935 2,295 2,350 2,705 210 2.8 3,795 315 1,655 1,005 1,460 2,145 2,505 2,565 2,925 230 3.0 4,215 347 1,655 1,060 1,485 2,410 2,765 2,790 3,150 360 3.0 6,180 419 1,705 1,080 1,505 2,460 2,815 3,000 3,360 560 4.0 9,500 636 2,050 1,265 1,725 3,000 3,475 3,455 3,930 14" 110 2.8 3,740 392 1,860 910 1,375 1,935 2,295 2,350 2,705 210 3.1 4,490 462 1,945 1,005 1,460 2,145 2,505 2,565 2,925 230 3.3 4,990 509 1,945 1,060 1,485 2,410 2,765 2,790 3,150 360 3.3 7,335 612 1,955 1,080 1,505 2,460 2,815 3,000 3,360 560 4.2 11,275 926 2,390 1,265 1,725 3,000 3,475 3,455 3,930 16" 210 3.3 5,140 629 2,190 1,005 1,460 2,145 2,505 2,565 2,925 230 3.5 5,710 691 2,190 1,060 1,485 2,410 2,765 2,790 3,150 360 3.5 8,405 830 2,190 1,080 1,505 2,460 2,815 3,000 3,360 560 4.5 12,925 1,252 2,710 1,265 1,725 3,000 3,475 3,455 3,930 (1) Caution Do not inc ease joist moment design properties by a repetitive member use factor. (2) See detail W on page 6 for web stiffener requirements and nailing information. General Notes • Design reaction includes all loads on the joist. Design shear is computed at the inside face of supports and includes all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with ICC ES ESR-1153, and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of A (inches): For TJI® 110, 210, 230, and 360 Joists A = 22.5 wL4 + 2.67 wL2 El dx105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches El = value from table above For TJI® 560 Joists A _ 22.5 wL4 + 2.29 wL2 El d x 105 PRODUCT STORAG E TJI® joists are intended for dry -use applications ♦ ♦ % %%% ♦� ♦♦♦♦ ♦ ♦ Protect product from sun and water CAUTION: Wrap is slippery when wet or icy Align stickers (2x3 or larger) directly over support blocks Use support blocks (6x6 or larger) itat 10' on -center to keep bundles out of mud and water Trus Joiste Tile Joist Specili�'g6ticf f 36-4000) December 2013 3 DESIGN PROPERTIES Allowable Design Properties(') (t00% Load Duration) Grade Width Design Property Depth 4 a /e" 5 /z" 51/2 Plank Orientation 7 /4" 85/e" 9 /a' 9 /2" 11 /a" 11 /e" 14" 16" 18" 20" 1.3E 31/2" Moment (ft-Ihs) 1,735 2,685 TimberStrande 1,780 4,550 LSL 6,335 7,240 10,520 Shear (Ibs) 4,340 5,455 1,925 7,190 8,555 9,175 11,155 Moment of Inertia (in.4) 24 49 20 111 187 231 415 Weight(plf) 4.5 5.6 5.6 7.4 8.8 9.4 11.5 1.55E 2.0E 2.0E 13/4" Moment (ft-Ibs) 4,950 5,210 7,195 7,975 10,920 14,090 Shear (Ibs) 3,345 3,435 4,070 4,295 5,065 5,785 Moment of Inertia (in.4) 115 125 208 244 400 597 Weight (plf) 5.1 5.2 6.2 6.5 7.7 8.8 3/2" 11/4" 31/2„ Moment(ft-Ibs) 9,905 10,420 14,390 15,955 21,840 28,180 Shear (Ibs) 6,690 6,870 8,140 8,590 10,125 11,575 Moment of Inertia (in.4) 231 250 415 488 800 1,195 Weight (plf) MIN Moment (ft-Ibs) 2,125 Microllam®LVL 3,555 10.1 5,600 10.4 5,885 12.3 8,070 13 8,925 15.3 12,130 17.5 15,555 19,375 23,580 Shear (Ibs) 1,830 2,410 3,075 3,160 3,740 3,950 4,655 5,320 5,985 6,650 Moment of Inertia (in.4) 24 56 115 125 208 244 400 597 851 1,167 Weight (plf) IIMIL Moment(ft-Ibs) 2.8 3.7 Parallan® PSL 4.7 12,415 4.8 13,055 5.7 17,970 6.1 19,900 7.1 27,160 8.2 34,955 9.2 43,665 10.2 Shear (Ibs) 6,260 6,430 7,615 8,035 9,475 10,825 12,180 Moment of Inertia (in.4) 231 250 415 488 800 1,195 1,701 Weight (plf) 10.1 10.4 12.3 13.0 15.3 17.5 19.7 51/a° Moment(ft-Ibs) 18,625 19,585 26,955 29,855 40,740 52,430 65,495 Shear (Ibs) 9,390 9,645 11,420 12,055 14,210 16,240 18,270 Moment of Inertia (in.4) 346 375 623 733 1,201 1,792 2,552 Weight(plf) 15.2 15.6 18.5 19.5 23.0 26.3 29.5 7„ Moment(ft-Ihs) 24,830 26,115 35,940 39,805 54,325 69,905 87,325 Shear (Ibs) 12,520 12,855 15,225 16,070 18,945 21,655 24,360 Moment of Inertia (in.4) 462 500 831 977 1,601 2,389 3,402 Weight(plf) 20.2 20.8 24.6 26.0 30.6 35.0 39.4 1) For product in beam orientation, unless otherwise noted. Some sizes may not be available in your region. PRODUCT STORAG E ♦ % ♦♦ ♦ ♦ ♦ ♦♦♦♦♦♦• ♦♦• ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ • Protect product from sun and water CAUTION: Wrap is slippery when wet or icy Use 6x6 (or larger) support blocks at 10' on -center to keep bundles out of mud and water Align 2x3 (or larger) stickers directly over support blocks Trus Joiste Beam, Header and ColuA®g¢e5ifekrnuide TJ-9000 I November 2013 4 DESIGN PROPERTIES Design Stresses(1)(100% Load Duration) Grade Orientation G Shear Modulus of Elasticity (psi) E Modulus lasticity of E) Emin Adjusted Moof Elasticrs ity(7 (psi) Fb Flexural Stress(3) F' Tension StrPs 11a1 Fc1 Compression Perpendicular tGrain (psi) Fcl Compression toPGrainallel (psi) f Horizontal SheartoGrain (psi) SG Equivalent Specific 660,750 1,700 1.3E Beam/Column 81,250 1.3 x 106 1,075 710 1,835 425 0.50171 Plank 81,250 1.3 x 106 660,750 1,900(8) 1,075 375191 1,835 150 0.50171 1.55E Beam 96,875 1.55 x 106 787,815 2,325 1,0701107 Microllam® LVL 900 2,170 310f10) 0.50171 2.0E Beam 125,000 2.0x106 1,016,535 2,600 1,555 Parallamo PSL 750 2,510 285 0.50 1.8E Column 112,500 1.8x 106 914,880 2,4001111 1,755 4251111 2,500 190111) 0.50 2.0E Beam 125,000 2.0 x 106 1,016,535 2,900 2,025 750 2,900027 290 0.50 (1) Unless otherwise noted, adjustment to the design stresses for duration of load are permitted in accordance with the applicable code. (2) Reference modulus of elasticity for beam and column stability calculations, per NDS® 2005. (3) For 12" depth. For other depths, multiply F6 by the appropriate factor as follows: 12 io.o92 — For TimberStrand® LSL, multiply by LI J f12 0.136 — For Microllam® LVL, multiply by L T I 12 0.111 — For Parallam® PSL, multiply by LT J (4) F] has been adjusted to reflect the volume effects for most standard applications. General Assumptions for Trus Joist® Beams • Lateral support is required at bearing and along the span at 24" on -center, maximum. • Bearing lengths are based on each product's bearing stress for applicable grade and orientation. • All members TA" and less in depth are restricted to a maximum deflection of /ie. • Beams that are 144" x 16" and deeper require multiple plies. • No camber. • Beams and columns must remain straight to within 5L%46o8 (in.) of true alignment. L is the unrestrained length of the member in feet. • Tables on pages 8-15 include load reductions applied in accordance with code. For applications not covered in this brochure, contact your Weyerhaeuser representative. See pages 38 and 39 for multiple -member beam connections. TimberStrando LSL, Microllam® LVL, and untreated Parallam® PSL are intended for dry -use applications (5) F,l may not be increased for duration of load. (6) For lateral connection design only. (7) Specific gravity of 0.58 may be used for bolts installed perpendicular to face and loaded perpendicular to grain. (8) Values are for thickness up to 3712". (9) F,l is 435 psi for thicknesses less than 13". (10) Value accounts for large hole capabilities. See Allowable Holes on page 36. (11) Value shown is for plank orientation. (12) For column applications, use Fc1i of 500 psi. Beam Orientation Column Orientation Plank Orientation Trus Joist® Beam, Header and ColuiR®§¢eei1DirgEuide TJ-9000 I November 2013 5 I F 0 R T E' JOB SUMMARY REPORT Job 1488 TUK-Beauty Shop.4te 01: Attic Member Name Results Current Solution Comments Floor: Joist Passed 1 Piece(s) 9 1/2" TJI@ 230 @ 12" OC Floor: Flush Beam Passed 1 Piece(s) 5 1/4" x 11 1/4" 2.0E Parallam@ PSL Floor: Beam Passed 1 Piece(s) 7" x 9 1/2" 2.0E Parallam@ PSL Floor: Long Joist Passed 1 Piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL @ 12" OC Wall: Stud Passed 1 Piece(s) 1 1/2" x 3 1/2" 1.3E TimberStrand@ LSL Free Standing Post Passed 1 Piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL Alternate Floor: Flush Beam Passed 1 Piece(s) 5 1/4" x 11 1/4" 2.0E Parallam@ PSL Header Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers.com Add storage attic inside building 4/1/2014 12:30:21 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 1 of 9 Page 7 of 35 11 F 0 R T E ' MEMBER REPORT Attic, Floor Joist 1 piece(s) 9 1/2" T]I® 230 @ 12" OC 0 I Overall Length: 15' 11 3/4" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 1 Location Allowed ResuIt LDF Load: Combination (Pattern) Member Reaction (Ibs) 705 @ 15' 6 1/2" 1060 (1.75") Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 705 @ 15' 6 1/2" 1330 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2704 @ 7' 10 1/2" 3330 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.459 @ 7' 10 1/2" 0.511 Passed (L/401) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.527 @ 7' 10 1/2" 0.767 Passed (L/349) -- 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 47 40 Passed -- -- • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 11 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c.. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FLIooher Total 1 - Stud wall - HF 3.50" 3.50" 1.75" 95 630 725 Blocking 2 - Hanger on 11.50" PSL beam 5.25" Hanger' 1.75" 97 648 745 See note " • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Connector: Simpson Stron -Tie Connectors Support Model 2 - Face Mount Hanger IUS2.37/9.5 Seat Length 2.00" Top Nails N/A Face Nails 8-10d x 1-1/2 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Nails N/A Accessories Loads Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 15' 11 3/4" 12" 12.0 80.0 Non Residential Attic Storage Holes (Size) Width Height Location Allowed Shear (Ibs) Actual Shear (Ibs) Result Comments 1- Circular (S) 2.00" 2.00" 4' 923 392 Passed (43%) 2 - Circular (S) 2.00" 2.00" 8' 923 210 Passed (23%) 3 - Circular (S) 2.00" 2.00" 12' 923 411 Passed (45%) Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by CS2 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung. cho@cs2engi neers. com Add storage attic inside building (is) SUSTAINABLE FORESTRY INI 1ATNE 4/1/2014 12:30:21 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 2 of 9 Page 8 of 35 F O R T E• MEMBER REPORT Attic, Floor: Flush Beam 1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL 0 14' Overall Length: 40' 12' 14' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4858 @ 39' 10" 5020 (2.25") Passed (97%) -- 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 5763 @ 27' 1" 11419 Passed (50%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -15607 @ 26' 26955 Passed (58%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.332 @ 33' 2 13/16" 0.346 Passed (L/500) -- 1.0 D + 1.0 L (Aft Spans) Total Load Defl. (in) 0.406 @ 33' 3 9/16" 0.692 Passed (L/409) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1.1480) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 39' 7 1/4' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Hanger on 11 1/4" PSL beam 3.50" Hanger' 1.50" 1026 3974/-128 5000/-128 See note r 2 - Column Cap - steel 3.50" 3.50" 3.09" 2453 9722 12175 None 3 - Column Cap - steel 3.50" 3.50" 3.11" 2476 9780 12256 None 4 - Stud wall - SPF 3.50" 2.25" 2.18" 1016 3923/-239 4939/-239 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger MGU5.50 (H1=11) 4.50" N/A 24-SDS self -drilling wood screw 0.242 dia. x 2 1/2" 16-SDS self -drilling wood screw 0.242 dia. x 2 1/2" Loads Location Tributary width Dead (0.90) Floor Live (L00) Comments 1 - Uniform (PSF) 0 to 40' 7' 9" 12.0 80.0 Nonresidential - Attic Storage 2 - Uniform (PLF) 0 to 40' N/A 63.0 - Wall Load Member Notes Main Beam with Wall Above Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by CS2 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers. com Add storage attic inside building • SUSTAINABLE FORESTRY INITIATNE 4/1/2014 12:30:21 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 3 of 9 Page 9 of 35 aFORTE• MEMBER REPORT Attic, Floor: Beam 1 piece(s) 7" x 9 1/2" 2.0E Parailam® PSL Overall Length: 18' 9" Q Q 18' 9* II All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (Ibs) 4950 @ 2" 10413 (3.50") Passed (48%) -- 1.0 D + 1.0 L (AII Spans) [1] Shear (Ibs) 4828 @ 1' 1" 12857 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft-Ibs) 13519 @ 3' 1 1/4" 26114 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.586 @ 8' 6 15/16" 0.614 Passed (L/377) -- 1.0 D + 1.0 L (All Spans) [1] Total Load Deft. (in) 0.781 @ 8' 7 5/16" 0.921 Passed (L/283) -- 1.0 D + 1.0 L (All Spans) [1] • Deflection criteria: LL (L/360) and TL (1/240). • Input live load span ratio deflection limit is below building code minimum value of 1./360. This minimum value was used for design. • Bracing (Lu): All compression edges (top and bottom) must be braced at 18' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve membe stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Ftioor Total 1 - Stud wall - SPF 3.50" 3.50" 1.66" 1176 3774 4950 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 466 1300 1766 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 18' 9" 1' 12.0 80.0 Nonresidential - Attic Storage 2 - Point (lb) 3' N/A 1026 3574 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Notes Beam at comer Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by C52 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers.com Add storage attic inside building SUSTAINABLE FORESTRY INITIATIVE 4/1/2014 12:30:21 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 4 of 9 Page 10 of 35 IFORTE' 0 MEMBER REPORT Attic, Floor: Long Joist PASSED 1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam® PSL @ 12" OC Overall Length: 21' 9" 21' 9" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 6 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1001 @ 2 1/2" 4961 (3.50") Passed (20%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 901 @ 1' 1" 6428 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5234 @ 10' 10 1/2" 13579 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.694 @ 10' 10 1/2" 0.711 Passed (L/369) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.798 @ 10' 10 1/2" 1.067 Passed (L/321) -- 1.0 D + 1.0 L (All Spans) T]-Pro'" Rating 48 40 Passed -- -- • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 21' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • Holes are not allowed in rectangular products and they were ignored during analysis. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c.. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Liter Total 1- Stud wall - HF 3.50" 3.50" 1.50" 131 870 1001 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 131 870 1001 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Sparing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 21' 9" 12" 12.0 80.0 Non Residential Attic Storage Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by CS2 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers.com Add storage attic inside building System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD • SUSTAINABLE FORESTRY INITIATIVE 4/1/2014 12:30:22 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 5 of 9 Page 11 of 35 a F O R T E• MEMBER REPORT Attic, Altemate Floor: Flush Beam 1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL Overall Length: 14' + + O 0 IL a 14' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5379 @ 3 1/2" 5906 (1.50") Passed (91%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4634 @ 1' 2 3/4" 11419 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 18211 @ 7' 3/4" 26955 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.404 @ 7' 3/4" 0.451 Passed (L/402) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.518 @ 7' 3/4" 0,677 Passed (L/314) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 8 1/2' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Liter Total 1- Hanger on 11 1/4" PSL beam 3.50" Hanger, 1.50" 1227 4379 5606 See note 1 2- Column - HF 3.50" 3.50" 1.50" 1210 4301 5511 None • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger MGU5.50 (H1=11) 4.50" N/A 24-SDS self -drilling wood screw 0.242 dia. x 2 1/2" 16-SDS self -drilling wood screw 0.242 dia. x 2 1/2" Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 14' 7' 9" 12.0 80.0 Nonresidential - Attic Storage 2 - Uniform (PLF) 0 to 14' N/A 63.0 - Wall Load Member Notes Main Beam with Wall Above in case of short beams Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by CS2 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers.com Add storage attic inside building SUSTAINABLE FORESTRY INtTIATNE 4/1/2014 12:30:22 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 6 of 9 Page 12 of 35 i F 0 R T E' MEMBER REPORT Attic, Header 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 3' 7" 3' i 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 10 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1781 @ 2" 4961 (3.50") Passed (36%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 763 @ 2' 6 1/4" 3885 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1289 @ 1' 9 3/16" 4492 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 1' 9 7/8" 0.081 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.007 @ 1' 9 7/8" 0.162 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Bracing (Lu): AII compression edges (top and bottom) must be braced at 3' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead LIoor Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 246 1536 1782 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 176 1074 1250 Blocking • Blocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PLF) 0 to 3' N/A 131.0 870.0 Linked from: Floor: Long Joist, Support 1 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Notes Typical header design for door opening Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by CS2 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers.com Add storage attic inside building SUSTAINABLE FORESTRY INITIATNE 4/1/2014 12:30:22 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 7 of 9 Page 13 of 35 (FORTE' Drawing is Conceptual MEMBER REPORT Attic, Wall. Stud 1 piece(s) 1 1/2" x 3 1/2" 1.3E TimberStrand® LSL @ 16" OC Wall Height: 8' Member Height: 7' 7 1/2" PASSED O.C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 40 50 Passed (80%) -- Compression (Ibs) 1001 1744 Passed (57%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 1001 2658 Passed (38%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 118 -- -- 1.60 1.0 D + 1.0 w Lateral Shear (Ibs) 109 2380 Passed (5%) 1.60 1.0 D + 1.0 w Lateral Moment (ft-Ibs) 226 @ mid -span 745 Passed (30%) 1.60 1.0 D + 1.0 w Lateral Deflection (in) 0.24 @ mid -span 0.76 Passed (L/377) -- 1.0 D + 1.0 w Bending/Compression 0.52 1 Passed (52%) 1.60 1.0 D + 0.75 W + 0.75 L + 0.75 Lr • Lateral deflection criteria: Wind (L/120) • Axial load eccentricity for this design is 1/6 of applicable member side dimension. • Applicable calculations are based on NOS 2005 methodology. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 4% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length 5' Comments System : Wall Member Type : Stud Building Code : IBC Design Methodology : ASD Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Top Dbl 2X Hem Fir Nails 8d x 2.5" Box (Toe) 2 Base 2X Hem Fir Nails 8d x 2.5" Box (Toe) 2 Vertical Load Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 131 870 Lateral Load Location Spacing Wind (1.60) Comments 1 - Uniform (PSF) Full Length 16.00" 23.3 • ASCE/SEI 7-05 Sec. 6.5.12.4.1: Exposure Category (8), Mean Roof Height (33' , Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (110 mph), Importance Factor (1), Occupancy Category (I ), Hurricane Prone Region (No), Effective Wind Area determined using ull member span and trib. width. • 2009 IBC Table 1604.3 footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by CS2 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers.com Add storage attic inside building SUSTAINABLE FORESTRY INfT1ATIVE 4/1/2014 12:30:23 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 8 of 9 Page 14 of 35 1FORTE• l Drawing is Conceptual MEMBER REPORT Attic, Free Standing Post 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam® PSL Post Height: 8' PASSED Design Results Actual allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) -- Compression (Ibs) 12175 49437 Passed (25%) 1.00 1.0 D + 1.0 L Base Bearing (Ibs) 12175 893025 Passed (1%) -- 1.0 D + 1.0 L Bending/Compression 0.28 1 Passed (28%) 1.00 1.0 D + 1.0 L • Axial load eccentricity for this design is 1/6 of applicable member side dimension. • Applicable calculations a e based on NDS 2005 methodology. Supports TYPe Material Base Plate Steel Max Unbraced Length Full Member Length Comments No bracing assumed. Vertical Load Dead (0.90) Floor Live (1.00) Comments 1 Point (lb) 2453 9722 Linked from: Floor: Flush Beam, Support 2 Member Type : Free Standing Post Building Code : IBC Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by CS2 Engineers Forte Software Operator Job Notes Sung Cho CS2 Engineers (206) 235-8886 sung.cho@cs2engineers.com Add storage attic inside building SUSTAINABLE FORESTRY INITIATIVE 4/1/2014 12:30:23 AM Forte v4.1, Design Engine: V5.7.0.245 Job 1488 TUK-Beauty Shop.4te Page 9 of 9 Page 15 of 35 G52 !NG/N!5 CHALLENGE & SUCCESS - CIVIL & STRUCTURAL Project Title: Engineer: Project Descr: Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column at comer Code References Calculations per ACI 318-11, IBC 2012, Load Combinations Used : IBC 2012 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis Footing Thicknes Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete. at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizi (Footing #2) CBC 2013, ASCE 7-10 File = F:IENGINE-11CS2WOR-111488TU-21Struc11490BE-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23 Licensee : CS2 ENGINEERS 3.0 ksi 60.0 ksi = 3,122.0 ksi 145.0 pcf = 0.90 = 0.750 2.0 ft 2.0 ft 10.0 in in in in 3.0 in 3 # 4 3.0 # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z n/a n/a 0.00180 1.50 : 1 1.50 : 1 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of dep = when maximum length or width is greater- 2.50 ksf No 250.0 pcf 0.30 0.330 ft ksf ft ksf ft 2' 7 3 - # 4 Bars 3-a 4 Bars D Lr L S W E H 1.227 4.379 k ksf k-ft k-ft k k Page 16 of 35 W2 ZNOINISSCO CHALLENGE & SUCCESS - CARL & STRUCTURAL Project Title: Engineer: Project Descr: Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column at comer DESIGN SUMMARY File = F:IENGINE-11CS2WOR-111488TU-21S1nk114908E-1.EC6 ENERCALC, INC. 1983-2014, 8u11d:6.14.1.23, Vec6.14.1.23 Licensee : CS2 ENGINEERS Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.6088 n/a n/a n/a n/a n/a 0.1251 0.1251 0.1251 0.1251 0.1422 0.1422 0.1422 0.1422 0.2560 Detailed Results Soil Bearing Rotation Axis & Load Combination... Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Soil Bearing Overtuming - X-X Overtuming - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching 1.522 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 1.132 k-ft 1.132 k-ft 1.132 k-ft 1.132 k-ft 11.683 psi 11.683 psi 11.683 psi 11.683 psi 42.059 psi 2.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 9.053 k-ft 9.053 k-ft 9.053 k-ft 9.053 k-ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi +D+L+H about Z-Z axis No Overtuming No Overtuming No Sliding No Sliding No Uplift +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H Gross Allowable Xecc Zecc Actual Soil Bearing Stress Actual / Allowable +Z +Z -X -X Ratio X-X, +1.40D X-X, +1.40D X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X. +1.20D+0.50L+0.70S+E+1.60H X-X, +1.20D+0.50L+0.705+E+1.60H X-X, +0.90D+W+0.90H X-X, +0.90D+W+0.90H X-X, +0.90D+E+0.90H X-X, +0.90D+E+0.90H Z-Z, +1.40D Z-Z, +1.40D Overturning Moment Mu Which k-ft Side ? 0.2993 +Z 0.2993 -Z 1.132 +Z 1.132 -Z 1.132 +Z 1.132 -Z 0.5302 +Z 0.5302 -Z 0.2566 +Z 0.2566 -Z 0.5302 +Z 0.5302 -Z 0.2566 +Z 0.2566 -Z 0.5302 +Z 0.5302 -Z 0.5302 +Z 0.5302 -Z 0.5302 +Z 0.5302 -Z 0.1924 +Z 0.1924 -Z 0.1924 +Z 0.1924 -Z 0.2993 -X 0.2993 +X Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Sliding SafetyRatio Status Tension dl Bot or Top ? Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom As Req'd Gym. As inA2 inA2 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 0.216 Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Actual As Phi'Mn inA2 k-ft 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 9.053 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Page 17 of 35 Project Title: Engineer: Project Descr. CHALLENGER SUCCESS - CML it STRUCTURAL Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column at comer Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.132 -X Bottom 1.132 +X Bottom File = F.(ENGINE-ACS2WOR-1N488TU-21Struc114908E-1.EC6 ENERCALC, INC. 1983-2014, 8uild:6.14.1.23, Ver..8.14.1.23 Licensee : CS2 ENGINEERS 0.216 Min Temp % 0.216 Min Temp % 0.30 9.053 0.30 9.053 OK OK Page 18 of 35 ■ G02 EN /NEDIS CHALLENGE i SUCCESS • CIVIL a STRUCTURAL Project Title: Engineer: Project Descr: Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column at comer Footing Flexure File = F:(ENGINE-11CS2WOR-111488TU-22Stnk114906E-1.EC6 ENERCALC, INC. 1983-2014, B(Id:6.14.1.23, Vec6.14.1.23 Licensee : CS2 ENGINEERS Flexure Axis & Load Combination Mu Which Tension c) As Req'd Gvm. As Actual As Phi k-ft Side ? Bot or Top ? inA2 inA2 inA2 k-ft Status Z-Z, +1.20D+1.60L+0.505+1.60H 1.132 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.132 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.5302 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.5302 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.2566 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.2566 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.5302 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.5302 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.2566 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.2566 +X Bottom 0.216 Min Temp % 0,30 9.053 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.5302 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.5302 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.5302 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.5302 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 0.5302 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 0.5302 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +0.90D+W+0.90H 0.1924 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +0.90D+W+0.90H 0.1924 +X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +0.90D+E+0.90H 0.1924 -X Bottom 0.216 Min Temp % 0.30 9.053 OK Z-Z, +0.90D+E+0.90H 0.1924 +X Bottom 0.216 Min Temp % 0.30 9.053 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu 0 +Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D 3.088 psi 3.088 psi 3.088 psi 3.088 psi 3.088 psi 82.158 psi 0.03759 OK +1.20D+0.50Lr+1.60L+1.60H 11.683 psi 11.683 psi 11.683 psi 11.683 psi 11.683 psi 82.158 psi 0.1422 OK +1.20D+1.60L+0.50S+1.60H 11.683 psi 11.683 psi 11.683 psi 11.683 psi 11.683 psi 82.158 psi 0.1422 OK +1.20D+1.60Lr+0.50L+1.60H 5.471 psi 5.471 psi 5.471 psi 5.471 psi 5.471 psi 82.158 psi 0.06659 OK +1.20D+1.60Lr+0.50W+1.60H 2.647 psi 2.647 psi 2.647 psi 2.647 psi 2.647 psi 82.158 DSi 0.03222 OK +1.20D+0.50L+1.60S+1.60H 5.471 psi 5.471 psi 5.471 psi 5.471 psi 5.471 psi 82.158 psi 0.06659 OK +1.20D+1.60S+0.50W+1.60H 2.647 psi 2.647 psi 2.647 psi 2.647 psi 2.647 psi 82.158 psi 0.03222 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.471 psi 5.471 psi 5.471 psi 5.471 psi 5.471 psi 82.158 DSi 0.06659 OK +1.20D+0.50L+0.50S+W+1.60H 5.471 psi 5.471 psi 5.471 psi 5.471 psi 5.471 psi 82.158 psi 0.06659 OK +1.20D+0.50L+0.70S+E+1.60H 5.471 psi 5.471 psi 5.471 psi 5.471 psi 5.471 psi 82.158 psi 0.06659 OK +0.90D+W+0.90H 1.985 psi 1.985 psi 1.985 psi 1.985 psi 1.985 psi 82.158 psi 0.02416 OK +0.90D+E+0.90H 1.985 psi 1.985 psi 1.985 psi 1.985 psi 1.985 psi 82.158 psi 0.02416 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 11.117 psi 164.317psi 0.06766 OK +1.20D+0.50Lr+1.60L+1.60H 42.059 psi 164.317 psi 0.256 OK +1.20D+1.60L+0.50S+1.60H 42.059 psi 164.317psi 0.256 OK +1.20D+1.60Lr+0.50L+1.60H 19.695 psi 164.317psi 0.1199 OK +1.20D+1.60Lr+0.50W+1.60H 9.529 psi 164.317psi 0.05799 OK +1.20D+0.50L+1.60S+1.60H 19.695 psi 164.317 DSi 0.1199 OK +1.200+1.60S+0.50W+1.60H 9.529 psi 164.317 psi 0.05799 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.695 psi 164.317 psi 0.1199 OK +1.20D+0.50L+0.50S+W+1.60H 19.695 psi 164.317psi 0.1199 OK +1.200+0.50L+0.705+E+1.60H 19.695 psi 164.317psi 0.1199 OK +0.90D+W+0.90H 7.147 psi 164.317psi 0.04349 OK +0.90D+E+0.90H 7.147 psi 164.317psi 0.04349 OK Page 19 of 35 G52 0141GINEERS CHALLENGE & SUCCESS • CIVIL & STRUCTURAL Project Title: Engineer: Project Descr: Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column (Footing #1) Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density rA Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete. at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizr File = F:\ENGINE-1\CS2WOR-1\1488TU-2\Struc11490BE-1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver.6.14.1.23 Licensee : CS2 ENGINEERS 3.0 ksi • 60.0 ksi • 3,122.0 ksi • 145.0 pcf = 0.90 = 0.750 = 0.00180 = 1.50 :1 = 1.50:1 Yes Yes No No 2.50 ft 2.50 ft 10.0 in in in in 3.0 in 3.0 # 4 3.0 # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z n/a n/a Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. • 2.50 ksf = No • 250.0 pcf = 0.30 Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep = when maximum length or width is greater= 0.330 ft ksf ft ksf ft 2 76„ 3-s4Bans D 2.476 Lr L 9.780 3-•4Bats S w E H k ksf k-ft k-ft k k Page 20 of 35 ZNOINISNO CHALLENGE & SUCCESS - CAVIL & STRUCTURAL Project Title: Engineer: Project Descr: Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column DESIGN SUMMARY File F:IENGINE-1tCS2WOR-111488TU-21SWct1490BE-1.EC6 ENERCALC,INC. `1983-2014, Bu6d:6.14.1.23, Ver..6.14.1.23 Licensee : CS2 ENGINEERS Design OK Min. Ratio Item Applied PASS 0.8328 Soil Bearing 2.082 ksf PASS n/a Overtuming - X-X 0.0 k-ft PASS n/a Overturning - Z-Z 0.0 k-ft PASS n/a Sliding - X-X 0.0 k PASS n/a Sliding - Z-Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.3341 Z Flexure (+X) 2.441 k-ft PASS 0.3341 Z Flexure (-X) 2.441 k-ft PASS 0.3341 X Flexure (+Z) 2.441 k-ft PASS 0.3341 X Flexure (-Z) 2.441 k-ft PASS 0.3018 1-way Shear (+X) 24.794 psi PASS 0.3018 1-way Shear (-X) 24.794 psi PASS 0.3018 1-way Shear (+Z) 24.794 psi PASS 0.3018 1-way Shear (-Z) 24.794 psi PASS 0.5733 2-way Punching 94.196 psi Detailed Results Soil Bearing Capacity 2.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 7.306 k-ft 7.306 k-ft 7.306 k-ft 7.306 k-ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi Governing Load Combination +D+L+H about Z-Z axis No Overturning No Overtuming No Sliding No Sliding No Uplift +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H Rotation Axis & Actual Sal Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension 0 As Req'd Gvm. As Actual As Phi'Mn Status k-ft Side ? Bot or Top ? inA2 i02 inA2 k-ft X-X. +1.40D 0.5655 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.40D 0.5655 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 2.441 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 2.441 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60L+0.50S+1.60H 2.441 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60L+0.50S+1.60H 2.441 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.096 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.096 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.4847 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.4847 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X. +1.20D+0.50L+1.60S+1.60H 1.096 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.096 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.4847 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.4847 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.096 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.096 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.096 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.096 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50L+0.70S+E+1.60H 1.096 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +1.20D+0.50L+0.70S+E+1.60H 1.096 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +0.90D+W+0.90H 0.3635 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +0.90D+W+0.90H 0.3635 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +0.90D+E+0.90H 0.3635 +Z Bottom 0.216 Min Temp % 0.240 7.306 OK X-X, +0.90D+E+0.90H 0.3635 -Z Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.40D 0.5655 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z. +1.40D 0.5655 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Page 21 of 35 Project Title: Engineer: Project Descr: CHALLENGE i SUCCESS - CARL 6 STRUCTURAL Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column Z-Z, +1.20D+0.50Lr+1.60L+1.60H 2.441 -X Bottom Z-Z, +1.20D+0.50Lr+1.60L+1.60H 2.441 +X Bottom File = F:(ENGINE-11CS2WOR-111488TU-218truc114908E-1.EC6 ENERCALC, INC.198322014, 8ulld 6.14.1.23, Ver.6.14.1.23 Licensee : CS2 ENGINEERS 0.216 Min Temp % 0.216 Min Temp % 0.240 7.306 0.240 7.306 OK OK Page 22 of 35 ■ C 2 ZWINISSICI CHALLENGE a SUCCESS • CML 6 STRUCTURAL Project Title: Engineer: Project Descr: Project ID: General Footing Lic. # : KW-06008270 Description : Footing for Column Footing Flexure File = F:IENGINE-11CS2WOR-111488TU-21Strud1490BE-1.EC6 ENERCALC, INC. 1983-2014, Buld:6.14.1.23, Ver.6.14.1.23 Licensee : CS2 ENGINEERS Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvm. As Actual As Phi'Mn k-ft Side ? Bot or Top ? inA2 inA2 In"2 k-ft Status Z-Z, +1.20D+1.60L+0.50S+1.60H 2.441 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2.441 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.096 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.096 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.4847 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.4847 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.096 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.096 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.4847 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.4847 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.096 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.096 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.096 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.096 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 1.096 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 1.096 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +0.90D+W+0.90H 0.3635 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +0.90D+W+0.90H 0.3635 +X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +0.90D+E+0.90H 0.3635 -X Bottom 0.216 Min Temp % 0.240 7.306 OK Z-Z, +0.90D+E+0.90H 0.3635 +X Bottom 0.216 Min Temp % 0.240 7.306 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi'Vn Status +1.40D 5.744 psi 5.744 psi 5.744 psi 5.744 psi 5.744 psi 82.158 psi 0.06992 OK +1.20D+0.50Lr+1.60L+1.60H 24.794 psi 24.794 psi 24.794 psi 24.794 psi 24.794 psi 82.158 psi 0.3018 OK +1.20D+1.60L+0.50S+1.60H 24.794 psi 24.794 psi 24.794 psi 24.794 psi 24.794 psi 82.158 psi 0.3018 OK +1.20D+1.60Lr+0.50L+1.60H 11.133 psi 11.133 psi 11.133 psi 11.133 psi 11.133 psi 82.158 psi 0.1355 OK +1.20D+1.60Lr+0.50W+1.60H 4.924 psi 4.924 psi 4.924 psi 4.924 psi 4.924 psi 82.158 psi 0.05993 OK +1.20D+0.50L+1.60S+1.60H 11.133 psi 11.133 psi 11.133 psi 11.133 psi 11.133 psi 82.158 psi 0.1355 OK +1.20D+1.60S+0.50W+1.60H 4.924 psi 4.924 psi 4.924 psi 4.924 psi 4.924 psi 82.158 psi 0.05993 OK +1.20D+0.50Lr+0.50L+W+1.60H 11.133 psi 11.133 psi 11.133 psi 11.133 psi 11.133 psi 82.158 psi 0.1355 OK +1.20D+0.50L+0.50S+W+1.60H 11.133 psi 11.133 psi 11.133 psi 11.133 psi 11.133 psi 82.158 psi 0.1355 OK +1.20D+0.50L+0.70S+E+1.60H 11.133 psi 11.133 psi 11.133 psi 11.133 psi 11.133 psi 82.158 psi 0.1355 OK +0.90D+W+0.90H 3.693 psi 3.693 psi 3.693 psi 3.693 psi 3.693 psi 82.158 psi 0.04495 OK +0.90D+E+0.90H 3.693 psi 3.693 psi 3.693 psi 3.693 psi 3.693 psi 82.158 psi 0.04495 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu 1 Phi'Vn Status +1.40D 21.823 psi 164.317psi 0.1328 OK +1.20D+0.50Lr+1.60L+1.60H 94.196 psi 164.317psi 0.5733 OK +1.20D+1.60L+0.50S+1.60H 94.196 psi 164.317psi 0.5733 OK +1.20D+1.60Lr+0.50L+1.60H 42.296 psi 164.317psi 0.2574 OK +1.20D+1.60Lr+0.50W+1.60H 18.706 psi 164.317psi 0.1138 OK +1.20D+0.50L+1.60S+1.60H 42.296 psi 164.317psi 0.2574 OK +1.20D+1.60S+0.50W+1.60H 18.706 psi 164.317psi 0.1138 OK +1.20D+0.50Lr+0.50L+W+1.60H 42.296 psi 164.317psi 0.2574 OK +1.20D+0.50L+0.50S+W+1.60H 42.296 psi 164.317psi 0.2574 OK +1.20D+0.50L+0.70S+E+1.60H 42.296 psi 164.317psi 0.2574 OK +0.90D+W+0.90H 14.029 psi 164.317psi 0.08538 OK +0.90D+E+0.90H 14.029 psi 164.317psi 0.08538 OK Page 23 of 35 Project: Beauty Direct Date: March 29, 2014 Location: TUKWILA, WA Prepared By: S. Cho CS2 No: 1486 Page Lateral Load Design Calculation 16126 40th Drive SE TEL: (206) 235-8886 Bothell, WA 98012 Page 24 of 35 FAX: (866) 697-9506 Email: info@cs2engineers.com USES Design Maps Summary Report User -Specified Input Report Title BEAUTY EXPO at TUKWILA, WA Sat March 29, 2014 15:45:55 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45512°N, 122.25478°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 sl��� \\ Mom Whi Ceir'ter °Tukwila B Vachon TRAMP HARBOR mapquest USGS-Provided Output S5 = 1.450 g Si = 0.540 g � SeaT Les SM5 = 1.450 g SM1 = 0.810 g '\ .lisi 4. i(''s Sc)uak n East Renton suh, pHighlands enton ®20141 fl` SDs = 0.967 g SD1 = 0.540 g 0 MapQuest For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.65 1.50 1.35 1.20 1.05 • 0.50 0.75 0.60 0.45 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 Period, T (sec) 2.00 1.10 1.00 0.90 0.20 0.70 S 0.60 y 0.50 0.40 0.30 0.20 0.10 0.00 Design Response Spectrum 0.00 0.20 0.40 0.60 0. 10 1. 00 1.20 1. 40 1.60 1.20 Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This totoij,662gbfa3§ubstitute for technical subject -matter G52 ZNGIN .!RO Civil 4 Structural Challenge 4 Success Project: TUKWILA Beauty Expo Client: Washington United Terminal Job No.: 1488 By: S. Cho Date: 3/29/14 Subject: Design Calculations Page: Calculate Seismic Design Base Shear (per IBC 2012 & ASCE 7-10 Seismic Loading) Structure Height, hh, (ft) Sps = 2/3 SMS SD1 = 2/3 SM1 Risk Category= Standard -Occupancy Buildings Seismic Design Category per SDS Occupancy Importance Factor, IE Response Modification Factor, R Building Period Coefficient, Ci T=Cix(h„)314 TL = long -period transaction Cs = Sos/(ME) But need not exceed: Cs = Sp1/(T(R/IE)j But not less than: Cs = 0.44SDSIE ;(not Tess than 0.01) Cs = 0.5S1/(R/IE) (if Si > or = 0.6g) = 8 • 0.967 = 0.540 = II = D = 1 = 6.5 0.02 • 0.095 = 6 • 0.149 (per USGS) (per USGS) (ASCE 7, Table 11.5.1) (ASCE 7, Table 12.2-1) (ASCE 7, Table 12.8-2) (ASCE 7, Eq 12.8-7) (ASCE 7, Fig 22-15) (ASCE 7, Eq 12.8-2) • 0.873 (ASCE 7, Eq 12.8-3) = 0.043 (ASCE 7, Eq 12.8-5) N/A (ASCE 7, Eq 12.8-6) S1 = 0.5 Seismic Base Shear, Vs = CsW, (kips) = 0.149 x Weight Calculate Seismic Force for Components (Per ASCE7-10 Chapter 13) Component amplification factor, ap Component Importance factor, Ip Component operating weight, Wp Component response modification factor, Rp = Height of attachment / Mean roof height, z/h (Roof) _ Height of attachment / Mean roof height, z/h (Ground) _ Seismic Design Force, Fp = j0.4apSnAWP1(1+2xz/h) Rp/Ip Max. seismic design force, Fp„„„ = 1.6SDsIpWp Min. seismic design force, Fpm„ = 0.3SDSIPWp 1 (ASCE 7, Table 13.5.1 & 13.6.1) 1 (ASCE 7, Section 13.3) Wp (lb) 2.5 (ASCE 7, Table 13.5.1 & 13.6.1) 1 (z/h need not exceed 1.0) 0 (z/h need not exceed 1.0) 0.464 Wp (Eq. 13.3-1) 1.547 Wp (Eq. 13.3-2) 0.290 Wp (Eq. 13.3-3) Component Seismic Design Force, Fp • 0.464 Wp (at Roof) Component Seismic Design Force, Fp = 0.155 Wp (at Ground) Longitudinal Direction Level Height hX (ft) Weight wX (Ibs) wXhX (Ib-ft) % F. Long (Ibs) F. Coef. Story Shear (VX) R 8 38424 307392 100% 5716 0.149 5716 2 0 0 0 0% 0 0.000 5716 1 0 0 0 0% 0 0.000 5716 E 38424 307392 100% 5716 Transverse Direction Level Height hX (ft) Weight wX (Ibs) _ wXhX (lb-ft) % FXTias (Ibs) F. Coef. Story Shear (VX) R 8 38424 307392 -- 100% 0 5716 0.149 5716 2 0 0 0 0% 0 0.000 5716 1 0 0 0 0% 0 0.000 5716 E 38424 307392 100% 5716 16126 40th [rive SE Bothell, WA 98012 info@cs2engineers.com Page 26 of 35 TEL: 206-235-8886 FAX: 866-697-9506 CS2 ENGINEER.5 Civil 4Structural Challenge 4 Success Project: Page: Location: Dote: Client: Check: Job No: Subject: Date: 1.ce stA c. LAP EFFFCT1 E 3— EI 1,41A 51Gosi IC <1164-th Far, I. .D.30 L a FL1OJ LIVE L P CRA2 gitca44$ u.fe App -4% 0 L,L, ... •641 1144 , lt t ,0 7.9 t I*F to6 p 115. 3 X 2. ..1 OTA 7-- 18 9 6FF 1111•••, is')(409:. temp* Page 27 of 35 C•52 5NGINEEIRS Civil t Structural Challenge 4 Success Project: 5Y: Pagez Locottn Dote: Client: Subject: Check: Date: JoONo: stf eal FOR S (et I .-ffieotkg cALLIAL4-ri (21-1, ctiPAIZ., --zz (v. 14-1 ) (304144) PIAF1-1(z-,4t-1 SifEAR (o) TRA vepsE L ")14 4 4,0 t,..4ilaciL) 17 E-q 401 GS2 ENGINEERS Civil *Structural challenge *Success s, E Fo CE c Project: BY° Page, Location, Date, giant= Check: Job No: Subject: 3N e.A RCr Li, G"r oR Fog. age 29 of 35 Date, G-¢tr, 3) C52 ENGINEERS Project: ey: Pone, Location: Civil 4 Structural Challenge i Success Date: Client: Check: _Job No: Subject: ( N;= r ov,, t0 Dote: qv/A:'- towN REC � D Paile 30 of 35 Project: Beauty Direct Location: TUKWILA, WA CS2 No: 1486 Date: March 29, 2014 Prepared By: S. Cho Page Appendix 16126 40th Drive SE Bothell, WA 98012 Email: info@cs2engineers.com TEL: (206) 235-8886 Page 31 of 35 FAX: (866) 697-9506 C-2013 © 2013 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/12 Solid Sawn Joist Hangers FACE MOUNT HANGERS LUC/LU/U/HU/HUC Standard Joist Hangers LUCZ concealed flange hanger available for 2x6, 2x8, 2x10 and 2x12 lumber. Ideal for end of ledger/ header or post conditions, the LUCZ also provides cleaner lines for exposed conditions such as overhead decks. See Hanger tables on pages 71-77. See Hanger Options on pages 215-224 for hanger modifications, which may result in reduced loads. LU—Value engineered for strength and economy. Precision -formed —engineered for installation ease and design value. U—The standard U hanger provides flexibility of joist to header installation. Versatile fastener selection with tested allowable loads. HU/HUC—Most models have triangle and round holes. To achieve maximum loads, fill both round and triangle holes with common nails. These heavy-duty connectors are designed for schools and other structures requiring additional strength, longevity and safety factors. MATERIAL: See tables on pages 71-77. FINISH: Galvanized. Some products available in ZMAX® coating. INSTALLATION: • Use all specified fasteners. See General Notes. • HU/HUC—Can be installed filling round holes only, or filling round and triangle holes for maximum values. • Joists sloped up to'/<:12 achieve table loads. • For installations to masonry or concrete see page 161. • HU/HUC hangers can be welded to a steel member. Allowable loads are the lesser of the values in the Hanger tables on pages 71-77 or the weld capacity — refer to technical bulletin T-HUHUC-W (see page 231 for details). OPTIONS: • HU hangers available with the header flanges turned in for 25/,s' width and larger, with no load reduction —order HUC hanger. • See Hanger Options on pages 216-217 for sloped and/or skewed U/HU models, and HUC (concealed flange) models. • HU only —Rough beam sizes available by special order. • See page 77 for stocked U hanger rough sizes tables. • Also see LUS and HUS series. HUCQ Heavy -Duty Joist Hangers LUC210Z U210 (LUC26Z Similar) Typical LUCZ Installation Typical HU Installation The HUCQ series are heavy-duty joist hangers that incorporate Simpson Strong Tie® Strong -Drive® wood screws (SDS). Designed and tested for installation at the end of a beam or on a post, they provide a strong connection with fewer fasteners than nailed hangers. See page 107 for structural composite lumber hangers. MATERIAL: 14 gauge FINISH: Galvanized. Most models available in stainless steel or ZMAX® coating. INSTALLATION: • Use all specified fasteners. See General Notes. • Install Simpson Strong -Tie SDS'/"x2'/2' wood screws, which are provided, in all round holes. (Lag screws will not achieve the same load.) • For use on solid sawn wood members. OPTIONS: These hangers cannot be modified. CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additions �w Jr 8 HUCO410 HUC412 Concealed Flanges 0012 o,td LU28 (except LU Roughs) Model configurations may differ from those shown. Some HU models do not have triangle holes. Contact Simpson Strong -Tie. Typical LU28 Installation Typical HUCO Installation on a Post SIMPSON Strong -Tie • � - ,,,(4 HU214 Projection seat on most models for maximum bearing and section economy. HU Min. Nailing — Fill round holes HU Max. Nailing — RII round and triangle holes HU68 'arm Typical HUCO Installation on a Beam Simpson Strong -Tie for details. Model No. Dimensions Fasteners Allowable Loads Code Ref. W H 0 Face Joist DF/SP SPF/HF Uplift (160) Floor (100) Snow (115) Roof (125) Uplift (160) Floor (100) Snow (115) Roof (125) HUCQ310-SDS 2%e 9 3 8-SDS'Wx2'/z' 4-SDS'Wx2Y2 1370 3120 3590 3900 985 2245 2585 2810 F23 HUCQ210-2-SDS 3'/a 9 3 12-SDS'Wx21/2" 6-SDS Wx2W 2510 4680 4955 4955 1805 3370 3570 3570 HUC0410-SDS 39A6 9 3 12-SDS'Wx21/2 6-SDS'/; x2'/z 2510 4680 4955 4955 1805 3370 3570 3570 HUCO412-SDS 39A. 11 3 14-SDS'Wx2'/2 6-SDS'Wx2'/z 2510 5460 5560 5560 1805 3930 4005 4005 HUCO210-3-SDS 45% 9 3 12-SDS'/a"x2'/2" 6-SDS'Wx2'/i 2510 4680 4955 4955 1805 3370 3570 3570 HUCQ610-SDS 5Y2 9 3 12-SDS'h"x21/2" 6-SDS Wx2Yz' 2520 4680 5380 5715 1815 3370 3875 4115 HUCQ612-SDS 5'/2 11 3 14-SDS'/'x2'/2" 6-SDS'/"x2'/2" 2520 5315 5315 5315 1815 3825 3825 3825 1. Uplift loads have been increased for wind or earthquake loading. Reduce where other loads govern. 2 See page 107 for additional engineered wood products sizes. 3. Skucturra m_pq jJe lumber columns have sides that show eithe the wide face or the edges of the I n�ers. Values in the tab es reflect installation into the wide face. See echnical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for detai s). mike!, plop uMeS PlloS 69 Engineered Wood & Structural Composite Lumber Connectors IUS/MIU I -Joist Hangers This product is preferable to similar connectors because of • a) easier installation, b) higher loads, c) lower installed cost, • or a combination of these features. 4 The IUS is fully compatible with shallow flange I -joists. I -joists with flange thicknesses between 1'/a" and 11/2" achieve the full allowable table loads including uplift values and joist nails are not required. The IUS is a hybrid hanger that incorporates the advantages of the face mount and top mount hanger. Installation is fast with the Strong-GripTMseat, easy -to -reach face nails and self -jigging locator tabs. The MIU series hangers are designed for commercial and high load I -joist applications without requiring web stiffeners. The MIU features Positive Angle Nailing (PAN), which minimizes splitting of the flanges while permitting time -saving nailing from a better angle. Refer to Joist Manufacturer's literature or appropriate Simpson Strong Tie® Connector Selection Guide for actual joist sizes. MATERIAL: See table page 102-104. FINISH: Galvanized UPLIFT LOADS: • Models have optional triangle joist nail holes for additional uplift. Properly attached web stiffeners are required. • MIU—add four additional 10dx11/2" joist nails for a total uplift load of 975 lbs. • IUS—add web fillers and two 10dx1'/2" joist nails in the triangle holes for a total uplift of 365 lbs. INSTALLATION: • Use all specified fasteners. Verify that the header can take the required fasteners specified in the table. See page 98 for more installation information. • IUS—fasten hanger to header. Position I -joist into hanger and snap into place. No joist nailing required. Some IUS models have triangle and round header nail holes. To achieve Max. download, fill both round and triangle holes. • IUS—Locator tabs are not structural. They may be bent back to adjust for hanger placement. • IUS—for rimboard applications see technical bulletin T-RIMBDHGR (see page 232 for details). • IUS— I -joists with web stiffeners or rectangular sections can be used with the installation of 2-10dx11/2" nails into the optional triangle joist nails. • Web stiffeners are not required with I -joists when the joist top flange is laterally supported by the sides of the hanger. I -joist manufacturers may require web stiffeners. OPTIONS: These hangers cannot be modified. However, these models will normally accommodate a skew of up to 5°. For sloped joists up to'/4:12 there is no reduction, between 1/4:12 and up to'/z:12, tests show a 10% reduction in ultimate hanger strength. Local crushing of the bottom flange or excessive deflection may be limiting; check with joist manufacturer for specific limitations on bearing of this type. 100 Funnel Flange- -4-- Locator Tab -IUS (Some IUS models have triangle holes in header flanges for Min/Max nailing) U.S. Patent 6,523,321 IUS INSTALLATION SEQUENCE STEP 1 Attach the IUS to the header STEP 2 Slide the I -joist downward into the IUS until it rests above the large teardrop. SIMPSON Strong -Tie The Strong-GripTM seat secures I -joists in position without joist nails AVOID A MIS INSTALLATION Do not make your own holes. Do not nail the bottom flange. STEP 3 Firmly push or snap I -joist fully into the seat of the IUS. MIU with correct PAN installation • C-2013 © 2013 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/12 C-2013 © 2013 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/12 Caps & Bases EPS4Z Post Bases The EPS4Z provides a light -duty connector for attachment of posts to concrete. MATERIAL: 14 gauge FINISH: ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top -supported installations (such as fences or unbraced carports). • Embed into wet concrete up to the embedment line. A 2' minimum side cover is required to obtain the full load. • Posts shall be preservative -treated wood to meet building code requirements. CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Allowable Loads (DF/SP) Model Code Uplift Fi F2 No. Fasteners . (160) (160) (160) EPS4Z 8-10dx1' 1250 575 680 170 1. Loads may not be increased for short-term loading. 2. Download capacity is based on either the post design or concrete design calculated per code. See pages 226-227 for common post allowable loads. 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the table reflect installation into the wide face. 4. NAILS:10dx1'/z = 0.148" dia. x 1'/z" long. See page 22-23 for other nail sizes and information. CBSQ Column Bases This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The CBSQ uses Simpson Strong Tie® Strong -Drive® SDS screws, which allow for fast installation, reduced reveal and high capacity, provides a greater net section area of the column compared to bolts. MATERIAL: See table FINISH: Galvanized, available in HDG with HDG screws INSTALLATION: • Use all specified fasteners. See General Notes. • Install Simpson Strong -Tie SDS 1/4"x2" wood screws, which are provided with the column base. (Lag screws will not achieve the same load.) • For full loads, a minimum of 3" side cover shall be provided. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top -supported installations (such as fences or unbraced carports). ORDERING: To order with screws, specify CBSQ-SDS2. To order without screws, specify CBSQ. CODES: See page 13 for Code Reference Key Chart. 7 /, EPS4Z SIMPSON Strong -Tie Uplift Typical EPS4Z Installation Embedment line (top of concrete) j6 2" Min. Sidecover 3" Min. Sidecover eiCBS0-SDS2 Typical CBSO-SDS2 Installation 2' Min. Sidecover 3' Min. Sidecover These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong Tie for details. o Model No. Nominal Column Size Material Dimensions Number of Simpson Strong -Tie SOS Screws Allowable Loads (OF/SP) Code Ref. Base (Ga) Strap (Ga x Width) W1 W2 D H Uplift (160) Down (100) CBSQ44-SDS2 4x4 12 10 ga x 2'% 3%6 3'/ 7/e 8' 14-SDS Wx2" 5335 10975 IL11 CBSQ46-SDS2 4x6 12 10 ga x 3 3% 55/6 7%6 8"/e 14-SDS Wx2" 5335 14420 CBSQ66-SDS2 6x6 12 10 ga x 3 5% 5'% 6'/ 8% 14-SDS1/4'x2" 6855 14420 CBSQ86-SDS2 6x8 12 7 ga x 3 7'/s 5%• 6'/s 8"/,e 12-SDS'Wx2' 4580 20915 170 CBSQB8-SDS2 8x8 12 7 ga x 3 7'% 7% 6' 8" /6 12-SDS Wx2" 4580 22225 .For higher downloads, solidly pack grout under 1" standoff plate before installing CBSQ into concrete. Base download on column or concrete, according to the code. 2. Structural composite lumber columns have sides that show ei her the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for details). 3. Downloads shall be reduced where limited by the capacity of the column. spavaeligqg for common post allowable loads. 4. Designer is responsible for concrete design. 59 Caps & Bases CCQ/ECCQ Column Caps This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. 4"" Column caps provide a high -capacity connection for column -beam combinations. This design uses Simpson Strong Tie® Strong -Drive® SDS screws to provide faster installation and provides a greater net section area of the column compared to bolts. The SDS screws provide for a lower profile compared to standard through bolts. MATERIAL: CCQ3, ECCQ3, CCQ4, CCQ4.62, ECCQ4, ECCQ4.62, CCQ6, ECCQ6-7 gauge; all others-3 gauge FINISH: Simpson Strong Tie® gray paint, available in HDG; CCOQ and ECCOQ-no coating INSTALLATION: • Install Simpson Strong -Tie SDS MOH wood screws, which are provided with the column cap. (Lag screws will not achieve the same load.) • CCOQ and ECCOQ column cap only (no straps) may be ordered for field -welding to pipe or other columns. Dimensions are same as CCQ and ECCQ. • For rough cut lumber sizes, provide dimensions. An optional W2 dimension may be specified with any column size given. (Note that the W2 dimension on straps rotated 90° is limited by the Wi dimension.) OPTIONS: • For end conditions, specify ECCQ. • Straps may be rotated 90° where Wi >_ W2 and for CCQ5-6. CODES: See page 13 for Code Reference Key Chart. • • ri C-2013 ©2013 SIMPSON STRONG -TIE COMPANY INC. These products are available with additional corrosion protec on. Additional products on this page may also be available with this option, check with S mpson Strong -Tie for details. 6 ECCQ46SDS2.5 Optional CCO with straps rotated 90° Model No. Beam Width Dimensions No. of° SDS Wx2W Screws Allowable Loads (DF/SP) Code Ref. CCOQ Model No. (No Legs) Wi W2 L H CCQ ECCQ Uplift Down Uplift Down CCQ ECCQ Beam Post (160) (100) (160) (100) CCQ3-4SDS2.5 31/4 31/4 35/° 11 8' 7 16 14 5680 16980 3695 6125 112, L4, F11 CCOQ3-SDS2.5 CC03-6S0S2.5 3'% 31/4 5'/2 11 81/2 7 16 14 5680 19250 3695 9625 CCQ44SDS2.5 4x 35 3% 11 81/2 7 16 14 5680 19020 4040 7655 CCOQ4-SDS2.5 CCQ46SDS2.5 4x 35 51/2 11 8' 7 16 14 7145 24065 4040 12030 CCQ48SDS2.5 4x 3% 71/2 11 8% 7 16 14 7145 24065 4040 16405 CCQ4.62-3.62SDS 41/2 4% 3% 11 8% 7 16 14 5680 19020 4040 7655 170 CCOQ4.62-SDS2.5 CCQ4.62-4.62SDS 41/2 4% 4% 11 8'/2 7 16 14 5680 24450 4040 9845 CCQ4.62-5.50SDS 412 45/ 51/2 11 8% 7 16 14 7145 28585 4040 12030 CCQ5-4SDS2.5 5'/e 51/4 35% 11 81/2 7 16 14 5680 26635 4040 10045 112, L4, F11 CCOQ5-SDS2.5 CC05-6SDS2.5 5% 51/4 51/2 11 81/2 7 16 14 7245 28190 5535 15785 CCQ5-8SDS2.5 5'% 51/4 71/2 11 81/2 7 16 14 7245 31570 5535 21525 CCQ64SDS2.5 6x 51/2 3% 11 81/2 7 16 14 5680 28585 4040 12030 CC006 SDS2.5 CCQ66SDS2.5 6x 51/2 5% 11 81/2 7 16 14 7145 30250 4040 18905 CCQ68SDS2.5 6x 51/2 71/2 11 81/2 7 16 14 7145 37815 4040 25780 CCQ6-7.13SDS2.5 6x 51/2 7'/e 11 81/2 7 16 14 7145 37815 4040 24490 160 CCQ74SDS2.5 6Y4 67A 3% 11 81/2 7 16 14 5680 33490 4040 13230 112, L4, F11 CC007 SDS2.5 CCQ76SDS2.5 6% 67A 5% 11 81/2 7 16 14 7245 37125 5535 20790 CCQ77SDS2.5 6% 6' 6' 11 81/2 7 16 14 7245 41580 5535 25515 CCQ78SDS2.5 6% 6Ye 71/2 11 81/2 7 16 14 7245 41580 5535 28350 CCQ7.1-4S0S2.5 7 7'/e 3% 11 81/2 7 16 14 5680 34730 4040 18375 160 CC007.1 SDS2.5 CCQ7.1-6S0S2.5 7 7% 51/2 11 81/2 7 16 14 7245 38500 5535 28875 CC07.1-7.1SDS2.5 7 7'/e 7'% 11 81/2 7 16 14 7245 57750 5535 36750 CC07.1-8S0S2.5 7 7% 71/2 11 81/2 7 16 14 7245 52500 5535 39375 CC086SDS2.5 8x 7% 51/2 11 81/2 7 16 14 7245 41250 5535 25780 CCOQS SDS2.5 CC088SDS2.5 8x 7'% 71/2 11 81/2 7 16 14 7245 51565 5535 35155 CCQ96SDS2.5 83 8'/ 512 11 81/2 7 16 14 7245 48125 5535 26950 CC009 SDS2.5 CCQ98SDS2.5 8% 8% 71/2 11 81/2 7 16 14 7245 53900 5535 36750 CC0106SDS2.5 10x 91/2 51/2 11 81/2 7 16 14 7245 52250 5535 32655 CC0Q10-SDS2.5 . Uplift loads have been increased for wind or earthquake with no further increase allowed; reduce where other loads govern. 2. Down loads may not be increased for short-term loading and shall not exceed the post capacity. See pages 226-227 for common post allowable loads. 3. Uplift loads do not apply to splice conditions. 4. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the column cap. 5. Column sides are assumed to lie in the same vertical plane as the beam sides. CC04.62 models assume a minimum 3'W wide post. 6. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for details). 7. ECCQ uses 14-SDS screws into the beam and 14-SDS screws into the post. 8. Beam depth must be a minimum 7". 9. For 5'/" engineered lumber, use CCO 6X or ECCQ 6X models. Page 35 of 35 10. CCOQ welded to steel column will achieve same load as CCQ. Steel column width shall not be less than beam width. Weld by Designer. SIMPSON Strong -Tie CCQ46SDS2.5 CC004-SDS2.5 4 min Typical CCQ46SDS2.5 Installation CCOQ Installation on Steel Column 63 City of Tukwila Department of Community Development April 15, 2014 KWANGHYUN BAEK 978 INDUSTRY DR, STE 220 TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0106 BEAUTY DIRECT - 377 STRANDER BLVD Dear KWANGHYUN BAEK, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. 1. The plan shows only one bathroom and number of Toilet rooms on the Code Analysis specifies only one. For mercantile under Washington State Amendments of Chapter 29 there shall be one separate toilet room for each sex with one toilet fixture each up to an occupant load of 500. A unisex bathroom is only allowed for no more than 15 occupants including the public and employees combined. Separate facilities shall not be required in mercantile occupancies, in which the maximum occupant load is 100 or less. Therefore an additional ADA compliant bathroom shall be required for both Male and Female. Separate plumbing permit required. (IBC TABLE 2902.1, 2902.2 Exceptions: 2 & 3 and 1109.2 with Washington State Amendments) 2. Occupant loads over 30 shall have one drinking fountain for the first 150 occupants. Provide at least one drinking fountain. A drinking fountain shall comply with ADA code requirements. Include in plumbing permit. (IBC 2902.5.1 with Washington State Amendments) 3. Show the bathrooms provided with mechanical ventilation vented to the outside away from openings and intake air openings per code. Also show the type of ceiling with details for construction of the bathroom ceilings. 4. The egress plan provided is ok accept the pathway shall connect from front to back. The line on the South East portion of the store would not be necessary for egress lighting. Therefore the line from the back shall be continued to the east wall line connecting to the back exit. This can be red lined by us on the sheet provided rather than providing a new sheet if you like. 5. In addition to item #4, the reflective ceiling plan does not indicate emergency illumination along the path of egress. The means of egress illumination level shall not be less than average 1 foot-candle and a minimum at any point of 0.1 foot-candle at the walking surface. Emergency electrical system shall automatically illuminate exterior landings as required by Section 1008.1.6 for exit discharge doorways in buildings required to have two or more exits. Show illumination shall be provided along the designated paths of egress and shall comply with the required emergency illumination. (IBC 1006.2 & 1006.3.1) 6. Two doors of three are shown to be blocked on the back wall. Provide specifications for blocking those doors. Provide notes that signs shall be placed on the exterior indicating DOOR BLOCKED. Please address the comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincerely, Jenrif M hall \Pe 1 t ec cian File No. D14-0106 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0106 DATE: 04/16/14 PROJECT NAME: BEAUTY DIRECT SITE ADDRESS: 377 STRANDER BLVD Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: /11 /It4) Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/17/14 Structural Review Required REVIEWER'S INITIALS: DATE: ❑ APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 05/15/14 El Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0106 DATE: 04/03/14 PROJECT NAME: BEAUTY DIRECT SITE ADDRESS: 377 STRANDER BLVD X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: j4S Core-�o-�� Building Division II Public Works JL# Fire Prevention Structural tis Planning Division 5 Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/08/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/06/14 Approved ❑ Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) — (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: oAk� Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: APR, /6, 7-0/4 Plan Check/Permit Number: ,�/�' s D / D [� ❑ , Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: �1e1 T� ,U%RGT Project Address: 37 7 Sj 7Q4Al pVD Contact Person: kw,411/&fiy WA) Lei rl< Phone Number: 42S , .G3, 9G4-' Summary of Revision: Re-t''e air i 1/7 ,S - G mein " M2,1-- 1 t on_ 74-pi Aid Ya i `,'/ I d�'/ / )y �i� -f 1 G2, ice, inirry fi? �pGt-fh ,247zz r j G7 q2L �' . fr2L/'de 'Poor ,3/oG S,' _the .i - r�ao RECEIVED OW CIF TUKWMA APR .16 2Q1' NRMITaer Sheet Number(s): , Az''5, ,/2 j, fj,3> , ,4/33, J4ij3/, i44L3 z (? 7 9L ) "Cloud" or highlight all areas of revision including date of revision J Received at the City of Tukwila Permit Center by: .1;3—Entered in TRAKiT on ' ' -U UNLIMITED CONSTRUCTION IN(' Page 1 of 3 CjiWashington State Department of Labor & Industries UNLIMITED CONSTRUCTION INC Owner or tradesperson KIM, JONG Chil Principals KIM, JONG Chil KIM, HONG SUPSHK GROUP PLLC Doing business as UNLIMITED CONSTRUCTION INC WA UBI No. 602 675 844 13224 59TH AVE W EDMONDS, WA98026 206-778-3252 SNOHOMISH County Business type Corporation Governing persons HONG SUP SUP KIM JONGCHIL C KIM; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. UNLIMCI930B5 Effective — expiration 01/25/2007 — 04/15/2015 Bond Wesco Insurance Co $12,000.00 Bond account no. 46wb019347 Received by L&I Effective date 04/15/2013 03/14/2013 Insurance Lloyds of London (underwriter) $2,000,000.00 Policy no. PFK048804 Received by L&I Effective date 10/29/2013 10/28/2013 Expiration date 10/28/2014 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602675844&LIC=UNLIMCI930B5&SAW= 04/22/2014 NAN IMPROV M N PROJ C OR („ Permit Nos. FILE COPY y _-• -• •.---.,, , U I L ARCHITECTS 9 7 8 INDUSTRY DR STE 220 TUKWILA WASHINGTON 98188 T.425.635.8914 1 into@uilarchitects.com TENANT IMPROVEMENT PROJECT FOR EAUTY ECT 377 STRANDER BLVD SUITE 377 TUKWILA WA 98188 Plan review approval is subject Approval of construction documents tho violation of any adopted to errs and omissions. does not authorize code or ordinance. Receipt REVISfONS B No changes shalt be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees, AU Y D R CTREQUIRED ,BUILDING SEPARATE PERMIT FQR: I�'Mechanica! G�"EIectdcal �tumbing wrGas Piping City of Tukwila DIVISION of approved Field Copy titma c l adged: By Des Willa BUILDING DIVISION DEFERRED SUBMITTAL , PLANNING No changes can plans without Planning Division Approved APPROVED e be made to these approval from the .;: of DDT? ,• i <- UKW LA 5 WAS • NG ON CORRECTION LTR# MECHANICAL, PLUMBING, ELECTRICAL AND FIRE ARE PROTECTION R DESIGN BID AND SHALL SUBMIT CONTRACT DRAWINGS TO BE APPROVED BY THE OWNER, THAT REFLECT EXISTING CONDITIONS AND THE INTENT OF THE ARCHITECTURAL DRAWINGS. y: Date: 1A-- -1 , b 1 1.1 fe... 0 I 0 6 ARCHITECTURAL ABBREVIATIONS PROJECT INDEX PROJECT TEAM PROJECT INFORMATION GENERAL NOTE ACT ACOUSTICAL CEILING TILE ADA AMERICANS WITH DISABILITIES INFO INFORMATION INSUL INSULATED INT INTERIOR ARCHITECTURAL PROPERTY OWNER : REGENCY CENTERS, LP PROPERTY ADDRESS 377 STRANDER BLVD. TUKWILA WA 98188 1. DO NOT SCALE DRAWINGS. 2. DIMENSIONS ARE TO THE STRUCTURAL GRID OR TO FINISH SURFACES, UNLESS NOTED OTHERWISE. ACT AFF ABOVE FINISH FLOOR ADJ ADJUSTABLE AL/ALUM ALUMINUM AP ACCESS PANEL APPROX APPROXIMATE AWP ACOUSTICAL WALL PANELS BD BOARD BLDG BUILDING BLKG BLOCKING BOD BOTTOM OF DECK LAM LAMINATE LAV LAVATORY LCB LIGHTWEIGHT CONCRETE BLOCK LC'S LIQUID CHALK SURFACE LS LIGHT STANDARD MANUF MANUFACTURER MAS MASONRY MAX MAXIMUM MECH MECHANICAL MEP MECH/ELEC/PLUMB A001 COVER SHEET A002 GENERAL ADA A003 EXISTING SITE PLAN A005 FIXTURE ELEVATION, WINDOW, DOOR & ROOM FINISH SCHEDULE A121 1ST FLOOR DEMOLITION PLAN 5335 SW MEADOWS RD. STE. 295 LAKE OSWEGO, OR. 97035 ATTN : CHRIS DANIELL (PROPERTY MANAGER) T.503.603.4723 CDANIELL@REGENCYCENTERS.COM PROJECT OWNER : BEAUTY EXPO 9000 RAINIER AVE S. ZONE CLASSIFICATION 2623049064 PARCEL NUMBER TUC SEISMIC DESIGN CATEGORY DESIGN CATEGORY "D" PROJECT DESCRIPTION TENANT IMPROVEMENT FOR NEW RETAIL STORE W/ NEW 2ND FLOOR STORAGE. NO EXTERIOR OR SITE MODIFICATIONS. 3. PORTIONS OF THESE DRAWINGS WERE CREATED BASED ON INFORMATION AND DRAWINGS SUPPLIED BY OTHERS. CONDITIONS MUST BE FIELD VERIFIED PRIOR TO CONSTRUCTION. NOTIFY THE ARCHITECT IN WRITING IMMEDIATELY OF ANY DISCREPANCIES BETWEEN CONDITIONS SHOWN ON THESE DRAWINGS AND ACTUAL REVISIONFIELN ORCONDITIONS.DTION 4. ANY OR ADDITIONAL WORK REQUIRED BY FIELD CONDITIONS OR LOCAL GOVERNING AUTHORITY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT IN WRITING BEFORE PROCEEDING. 5. THE CONTRACT DOCUMENTS ARE COMPLEMENTARY, AND WHAT IS REQUIRED DRAWING TITLE COVER SHEET SCALE AS SHOWN ISSUE DATE APR 3, 2014 PLOT DATE APR 15, 2014 BOT BOTTOM BRNG BEARING MHO MAGNETIC HOLD OPEN MIN MINIMUM A131 1ST FLOOR PLAN A132 2ND FLOOR PLAN SEATTLE WA 98118 ATTH : GINA KIM (GENERAL MANAGER) REVIEWED FOR I CC)DE CGIMPLIAIVCE BUILDING CODE INFORMATION BY ONE SHALL BE AS BINDING AS IF REQUIRED BY ALL. THE CONTRACTOR SHALL COORDINATE ALL PORTIONS OF THE WORK AS DESCRIBED IN THE CONTRACT CA CARPET CB CORNER BEAD CFCI CONTRACTOR FURNISHED CONTRACTOR INSTALLED CG CORNER GUARD CJ CONTROL JOINT CLNG CEILING CL CENTERLINE CMU CONCRETE MASONRY UNIT COL COLUMN MISC MISCELLANEOUS MO MASONRY OPENING MNTD MOUNTED MTL METAL MTRL MATERIAL N/A NOT APPLICABLE NIC NOT IN CONTRACT NO NUMBER NTS NOT TO SCALE OC ON CENTER A133 1ST FLOOR FIXTURE & EGRESS PLAN A201 BUILDING SECTIONS & INTERIOR ELEVATIONACCESSIBILITY A431 1ST FLOOR CEILING PLANAT A432 2ND FLOOR CEILING PLAN A601 DETAILS GINAWKIM°C T. 425.445.6122 GMAIL.COM ARCHITECT : UIL ARCHITECTS, LLC 978 INDUSTRY DR STE 220 TUKWILA WA98188 ATTN : KWANGHYUN BAEK APPROVED APR 1'� 2014 "Wl . City of Tukwila BUILDING DIVISION BUILDING CODE 2012 IBC W/ WA AMENDMENTS CODE 2012 IBC W/ WA AMENDMENTS ICC/ANSI A117.1-03 W/ WA AMENDMENTS MECHANICAL CODE 2012 IMC W/ WA AMENDMENTS PLUMBING CODE 2012 UNIFORM PLUMBING CODE DOCUMENTS. NOTIFY THE ARCHITECT FOR RESOLUTION OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. 6. ALL WORK IS TO BE COORDINATED WITH THE H-MART PROJECT MANAGER AND CARE TAKEN TO ENSURE PUBLIC SAFETY AT ALL TIMES. CONSTRUCTION TIMES ARE TO BE COORDINATED WITH H-MART PROJECT MANAGER AND JURISDICTION REQUIREMENTS. PROVIDE ALL NECESSARY SIGNAGE, BARRICADES, FENCING, AND TEMPORARY LIGHTING FOR JOB SITE SECURITY AND TO RESTRICT SITE ACCESS. COMP COMPACTED C/CONC CONCRETE CONF CONFERENCE OFCI OWNER FURNISHED CONTRACTOR INSTALLED OFOI OWNER FURNISHED STRUCTURAL T. 425.635.8914METHODS, DKBAEK@UILARCHITECTS.COM FIRE &LIFE SAFETY CODE 2012 IFC W/ WA AMENDMENTS ELECTRICAL CODE 2008 NEC 7. CONTRACTOR IS RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED TO PERFORM THIS WORK. CONST CONSTRUCTION CONT CONTINUOUS CT CERAMIC TILE DEMO DEMOLITION DIA DIAMETER OWNER INSTALLED OPNG OPENING OPP OPPOSITE P PAINT PARTL PARTIAL S1.0 STRUCTURAL NOTES S2.0 STRUCTURAL PARTIAL PLAN S3.0 STRUCTURAL SECTIONS AND DETAILS RECEIVED ENERGY & GAS CODE 2012 WA STATE ENERGY CODE 2012 INTERNATIONAL FUEL GAS CODE BUILDING CODE ANALYSIS 8. MAINTAIN THE BUILDING SECURITY, FIRE ALARM AND PROTECTION SYSTEMS AT ALL TIMES DURING CONSTRUCTION. VERIFY REQUIRED LOCATIONS OF FIRE EXTINGUISHERS WITH FIRE MARSHAL. 9. PROTECT ALL PEDESTRIAN TRAFFIC AFFECTED BY THE DEMOLITION AND CONSTRUCTION WORK AS SET FORTH IN THE BUILDING CODE. BARRICADE DIM DIMENSIONS DISP DISPENSER DN DOWN DOS DOOR OPENING SIZE DS DOWNSPOUT PARTN PARTITION PLAS PLASTIC PLM PLASTIC LAMINATE PLUMB PLUMBING PP POWER POLE CITY OF TUKWILA APR 6 2014 : - - NO CHANGE BUILDING CONSTRUCTION TYPE TYPE VB NON-SPRINKLERED10.CONTRACTOR FLOOR AREA HEIGHT AND CONSTRUCTION, IF ANY, IS TO BE DETERMINED BY LOCAL JURISDICTION. MATERIALS AND ACTIVITIES SHALL NOT BLOCK ANY EGRESS COMPONENT OR IMPAIR FLOOR TO FLOOR FIRE SEPARATION WHILE THE DRAWING REV. DWEA G EH DRAWING PT PWD PAVER TILE PERMIT CENTER EXISTING LOT SIZE 260,410 SF (5.98 ACRES) - NO CHANGE BUILDING IS OCCUPIED. THIS INCLUDES DEMOLITION BOTH TO THIS BUILDING AND TO NEIGHBORING BUILDINGS I TENANTS. APRIL 15, 2014 1 REVISIONS PER CITY COMMENTS EIFS : EXTERIOR INSULATING FINISH SYSTEM EJ EXPANSION JOINT QT QUARRY TILE R RADIUS RD ROOF DRAIN ARCHITECTURAL SYMBOLS VICINITY MAP SCALE : N.T.S. EXISTING BUILDING TOTAL 18,819 SF - NO CHANGE PROJECT AREA EXISTING 1ST FLOOR = 3,610 SF - NO CHANGE 11.ALL EXITS INDICATED ON THE PLANS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT AND SHALL BE LABELED, THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS ELEC ELECTRIC/ELECTRICAL RE REFERENCE OCCUPIED' IN BLOCK LETIERS A MINIMUM OF 1 INCH HIGH ON A CONTRASTING EL ELEVATION ELEM ELEMENTARY REBAR REINFORCING BAR REINF REINFORCED SYMBOL DESCRIPTION SYMBOL DESCRIPTION NEW 2ND FLOOR = 1,127 SF PROJECT BACKGROUND. A SPECIAL LOCKING DEVICE SHALL BE AN APPROVED TYPE THAT ELEV ELEVATOR READ REQUIRED 1. TOTAL =SF 4,737ARE ISTINGUISHABLE AS LOCKED. FLUSH BOLTS OR SURFACE READILY DLOWED. EPDXY PAINT RES RESILIENT DRAWING MARK: DOOR NUMBER: • t ' : n�� „s P �' - OCCUPANCY M (MERCANTILE)NO CHANGE NOT ALIS MAXIMUM EFFORT TO OPERATE DOORS SHALL NOT EXCEEDEP EQ EQUAL EQUIP EQUIPMENT RFM RECESSED FLOOR MAT RFS RAISED FLOOR SYSTEM TOP HALF - INDICATES COORDINATES ON SHEET NUMBER IS THE SAME AS THE ROOM IN WHICH IT APPEARS, LETTER OCCURS in 4 " 615 alst 1 ;, OCCUPANCY LOAD GROSS AREA / OCCUPANT LOAD FACTOR 8.5 LBS FOR EXTERIOR DOORS S LBS FOR INTERIOR DOORS AND 1 S LBS FOR FIRE RATED DOORS. REMAIN RI ROUGH IN m THAN ONE . rl /�`�''� ' AFUNCTIONAL ETR EXISTING TO Nil" BOTTOM HALF - INDICATES ircg WHEN THERE IS MORE a . r t 12.THE THE BUILDING AND FACILITIES MUST BE ACCESSIBLE TO AND FUNCTIO FOR EWC ELECTRIC WATER COOLER EXIST EXISTING RN RUBBER NOSING RO ROUGH OPENING ARCHITECTURAL SHEET NUMBER DOOR ( ANY N ;. .._ : `• . •. , � `'STORAGEPERSON) SALES AREA (3610/.30 (PER PERSON) = 121 PERSONS = 1 127 / 300 (PER 4 PERSONS THE PHYSICALLY DISABLED IN ACCORDANCE WITH AMERICANS WITH DISABILITIES ACT (ADA) AND ALL OTHER STATEIFEDERAL GOVERNING AGENCIES. EXP EXPOSED EXT EXTERIOR SC SEALED CONCRETE'il3nd�` SCHED SCHEDULE SECTION MARK: EXISTING CONSTRUCTION: sw;ti> Qr, 4e• `` �h Kl` ' , i' f ,; TOTAL 125 PERSONS 13.CONTRACTOR SHALL PROTECT ALL EXISTING WORK SHOWN TO REMAIN. ANY DAMAGE TO EXISTING WORK SHALL BE REPAIRED OR REPLACED WITH THE FAB FLUID APPLIED BASE FAF FLUID APPLIED FLOORING SGT STRUCTURAL GLAZED TILE,.,. SHT SHEET TOP HALF - INDICATES COORDINATES ON SHEET EXISTING DOORS, WALLS, WINDOWS, SINKS, TOILETS, CABINETS, ETC. ' ; �:`�I I �':3:�ast.� �' t` REQUIRED EXITS �•.•-- SAME MATERIAL, INCLUDING MATCHING OF COLORS AND TEXTURES. m ;, ,,• I it 14.EXISTING FD FLOOR DRAIN FDN FOUNDATION FEC FIRE EXTINGUISHER CABINET SIM SIMILAR SLP SLOPE SPEC SPECIFICATIONS ® BOTTOMHALF-INDICATES ARCHITECTURAL SHEEP NUMBER APPEAR HALF TONE sWsvu,st ,; ":, 4.�, ; ": I tt " �, NUMBER OF EXITS REQUIRED 2 EXITS REQUIRED NUMBER OF EXITS PROVIDES 2 EXITS PROVIDED STRUCTURAL ELEMENTS ARE TO REMAIN UNDISTURBED UNLESS-.5 OTHERWISE NOTED ON DRAWINGS. NO STRUCTURAL MEMBER SHALL BE CUT FOR PIPES, AC DUCTS, ETC., UNLESS SPECIFICALLY DETAILED ANDIOR 10345 REGISTERED ARCHIT T WANGHYUN BAEK STATE OF WASHINGTON FF FINISH FLOOR FH FIRE HYDRANT SQ -..SQUARE`' SS STAINLESS STEEL ,. I!: .. Lis { a 8w.. 'ew::•, .;.": s C _:..», - uthc ent+� EXIT SIGNS � AT ENTRY AND EXIT DOORS W/ EMERGENCY APPROVED BY THE STRUCTURAL ENGINEER. EXTERIOR ELEVATION MARK: WINDOW TYPE: i . la`Px„� 15.N0 ADDITIONAL ROOF OPENING OR ROOF MOUNTED EQUIPMENT IS ALLOWED FILL FILLER FIN FINISH ST STAIN STL STEEL ® TOP HALF - INDICATES COORDINATES � ON SHEEP CO REFER TO ARCHITECTURALSHEET(S) WITH WINDOW TYPES FOR FURTHER WINDOW INFORMATION ` ' ,, A, i '�� , .,. ri4, �'_ #:I.� T w Qk�rr � `"BATTERY Si15&7tSt BACKUP BEYOND THAT WHICH IS SHOWN ON THESE PLANS WITHOUT WRITIEN CONSENT OF THE ARCHITECT AND STRUCTURAL ENGINEER. FL FLOW LINE STRUCT STRUCTURE/STRUCTURAL BOTTOM HALF - wolcaTEs cscrs,rgsr';°,:, ,:, 1 :'n ,-,..,,,.. EMERGENCY LIGHTINGOPERATED EMERGENCY 90 MIN BATTERY FLR FLOOR FR FIRE RATED T&G TONGUE & GROOVE TEMP TEMPERED ARCHITECTURAL SHEET NUMBER �� v sta ,-- s,h� st. I : 1 i . LIGHTING AND 1 FOOT CANDLE AT WALKING 16.PROVIDE FIRE STOPPING TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL AS REQUIRED EACH WAY AT THE CEILING. ) FRM FRAME TERR TERRAZZO �. n r. +` "' a a SURFACE LEVEL AND EXTERIOR LANDING AREA 17.ALL WORK SHALL BE PROVIDED BY CONTRACTOR EXCEPT AS DELINEATED AS OWNER PROVIDED. FRP FIBERGLASS REINFORCED THRU THROUGH INTERIOR ELEVATION MARK: PARTITION TYPE: .: ,- „ 954AB :.; : THIS WORK SHALL INCLUDE, BUT IS NOT LIMITED TO: ALL FSE FOOD SERVICE EQUIPMENT TOC TOP OF CONCRETE TOP HALF- INDICATES COORDINATES REFER TO ARCHITECTURALSHEET(S) n��� `' PARKING INTERIOR FINISH ES, INCLUDING PAINTING OF ALL WALLS, ALL CONDUIT PIPING, FT FRITZ TILE TOJ TOP OF JOIST 'm ON SHEET D2 WITH PARTITION TYPES FOR WALL CONSTRUCTION t &k"$,� PROJECT SITE::. AND DUCTWORK IN CEILING AND COLUMNS, SUSPENDED CEILING SYSTEM AND FTG FOOTING TOM TOP OF MASONRY BOTTOM HALF - INDICATES d . 1 �,.ard�'" °,way REQUIRED 3 500 SF / 250 = 14 STALLS DRAWING NO. /\O O 1 ARCHITECTURAL SHEET NUMBER s 0 COMPLETE INSTALLATION OF LIGHT FIXTURES. GALV GALVANIZED GB GLAZED BLOCK TOS TOP OF STEEL TP TOILET PARTITION I `�L, ._: . -y ,1&ifi9= � � � ��l�d = - s4d, rare .. s PROVIDED • 782 STALLS - EXISTING / NO CHANGE 18.DATA, TELECOMMUNICATIONS AND OTHER LOW VOLTAGE SYSTEMS BY OWNER. GEN GENERAL TYP TYPICAL F� j F ,�'-��'� °TOILET FACILI IFS IBC T BLE 2902.1, 2902.2 EXCEPTIONS: 2 && AND11.2 WI H CONTRACTOR SHALL COORDINATE WITH OWNER'S VENDOR AS REQUIRED. GFMU GROUND FACE MASONRY UNIT UL UNDERWRITERS LABORATORIES A stssd�ss I 9 FOR THE PORTION OF THE PROJECT PERFOR 1 CONTRACTOR ON A MED BY THE GL GLASS UNO UNLESS NOTED OTHERWISE TEST BORING HOLE, WORK POINT REVISION TAG WASHINGTON STATE AMENDMENTS'DESIGN-BUILD' )BASIS, THE CONTRACTOR (NOT THE ARCHITECT) IS SOLELY GLB GLUE LAMINATED BEAM GYP GYPSUM VB VINYL BASE VCT VINYL COMPOSITION TILE s ty� 5; » ; a. OCCUPANCY TOTAL WATER LAVATORIES DRINKING FOUNTAIN RESPONSIBLE FOR THE DESIGN AND SUBMISSION FOR THE PERMIT OF SUCH SYSTEMS AND THE COORDINATION OF THE DESIGN -BUILD' SUBCONTRACTOR HC HANDICAPPED VERY VERTICAL - . " :: OCCUPANCY CLOSETS WHO SHALL BE THE ENGINEER OF RECORD FOR SUCH SYSTEMS. HDWD HARDWOOD VM VINYL MOLDING EXISTING ELEVATION ®� KEYED NOTE N" saki i M-RETAIL 125 1 PER 500 1 PER 750 1 PER 1,000 20.CONTACT THE BUILDING DEPARTMENT FOR SPECIAL INSPECTION HDWR HARDWARE W/ WITH odd NORTH 4 TOTAL MALE 1 REQUIREMENTS AND PROCEDURES. GENERAL CONTRACTOR TO COORDINATE HK HOUSEKEEPING WC WATER CLOSET �- 1 HM HOLLOW METAL WD WOOD - . REQUIRED FEMALE 1 1 1 WITH H-MART PROJECT MANAGER AND SPECIAL INSPECTIONS COMPANY. 1 it ' r I 21.TYPE 1 RANGE HORIZ HORIZONTAL WF WOOD FLOORING ; " II : / TOTAL MALE 1 1 HOOD FIRE SUPPRESSION SYSTEMS REQUIRE ACCEPTANCE TESTING. A PROPOSED ELEVATION 0 INTERIOR OPENING TYPE" PROVIDED FEMALE 1 1 1 22.PROVIDE A CLASS K FIRE EXTINGUISHER WITHIN 30 FT TRAVEL OF ALL + \'--••••-,,...,/ ...0,`•-•--, `----0. .,^. .,, \,. ."-... ,,", .0. ,A\- ,0/ .. .-•.-ram \--- 0,4k----..' COMMERCIAL KITCHEN COOKING EQUIPMENT USING VEGETABLIE OILS. PERMIT SET 305 305.2 305.3 305.4 clearance 305.7 clearances 305.7.1 305.7.2 Clear Floor Space Floor Surfaces. Floor surfaces of a clear Section 302. Size. The clear floor space shall be 48 Knee and Toe Clearance. Unless otherwise complyingwith Section 306. Alcoves. If a clear floor space is in an complying with Sections 305.7.1 Parallel Approach. Where the clear floor PP mm) minimum in width where the depth exceeds Forward Approach. Where the clear mm) minimum in width where the depth exceeds 48 min / floor space shall have a inches (1220 mm) minimum specified, clear floor alcove or otherwise confined and 305.7.2 shall be provided, space ispositioned fora P 15 inches (380 mm). floor space is positioned for 24 inches (610 mm). 48 min slope not steeper than 1:48 and shall comply with in length and 30 inches (760 mm) minimum in width. space shall be permitted to include knee and toe on all or part of three sides, additional maneuvering as applicable. parallel approach, the alcove shall be 60 inches(1525 P PP a forward approach, the alcove shall be 36 inches (915 404 Doors and Doorways 404.2.1 Double -Leaf Doors and Gates. At least one of the active leaves of doorways with two leaves 404.2.2 and 404.2.3. 404.2.2 Clear Width. Doorways shall have a clear opening width of 32 inches (815 mm) minimum. doorways with swinging doors shall be measured between the face of door and stop, with the door doors and doorways without doors more than 24 inches(610 mm)in depth shallprovide a clear Y P mm) minimum. There shall be no projections into the clear opening width lower than 34 inches (865 Projections into the clear opening width between 34 inches (865 mm) and 80 inches (2030 mm) 4 inches(100 mm . ) 32 min shall comply Clear opening open 90 degrees. opening width of P 9 mm) above the above the floor shall 3z min with Sections width of Openings, 36 inches(915 floor. not exceed 404.2.3.3 Doorways without Doors. Doorways without doors that are Tess than 36 inches (915 mm) in width shall have maneuvering clearances complying with Table 404.2.3.3. Table 404.2.3.3-Maneuvering Clearances for Doorways without Doors 703.3 Tactile Characters. 703.3.1 General. Tactile characters shall comply with Section 703.3, and shall be duplicated in braille complying with Section 703.4. 703.3.2 Depth. Tactile characters shall be raised 1/32 inch (0.8 mm) minimum above their background. 703.3.3 Case. Characters shall be uppercase. 703.3.4 Style. Characters shall be sans serif. Characters shall not be italic, oblique, script, highly decorative, or of other unusual forms. 703.3.5 Character Height. The uppercase letter "I" shall be used to determine the allowable height of all characters of a font. The height of the uppercase letter "I" of the font, measured vertically from the baseline of the character, shall be 5/8 inch (16 mm) minimum, and 2 inches (51 mm) maximum. EXCEPTION: Where separate tactile and visual characters with the same information are provided, the height of the tactile uppercase letter "I" shall be permitted to be 1/2 inch (13 mm) minimum. 703.3.69 Character Width. The uppercase letter "0" shall be used to determine the allowable width of all characters of a font. "„ The width of the uppercase letter O of the font shall be 55 percent minimum and 110 percent maximum of the height of the uppercase "I" of the font. 703.3.7 Stroke Width. Tactile Section 703.3.7.The "I" L ARCHITECTS 7 8 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 9 8 1 6 8 T.425.635.8914 I Info @ u t t a r c 6 i t o c t s . c o m Approach Direction MINIMUM MANEUVERING CLEARANCES Perpendicular to Doorway From front 48 inches (1220 mm) From side 42 inches (1065 mm) 404.3 Automatic Doors. Automatic doors and automatic gates shall comply with Section 404.3. Full powered automatic doors shall comply with ANSI/BHMA A156.10 listed in Section 105.2.4. Power -assist and low -energy doors shall comply with ANSI/BHMA A156.19 listed in Section 105.2.3. 404.3.1 Clear Opening Width. Doorways shall have a clear opening width of 32 inches (815 mm) in power -on and power -off mode. The minimum clear opening width for automatic door systems shall be based on the clear opening width provided with all leafs in the open position. 404.3.2 Maneuvering Clearances. Maneuvering clearances at power -assisted doors shall comply with Section 404.2.3. 404.3.3 Thresholds. Thresholds and changes in level at doorways shall comply with Section 404.2.4. 404.3.4 Two Doors in Series. Doors in series shall comply with Section 404.2.5. 404.3.5 Control Switches. Manually operated control switches shall comply with Section 309. The clear floor space adjacent to the control switch shall be located beyond the arc of the door swing. 604 Water Closets and Toilet Compartments 604.1 General. Accessible water closets and toilet compartments shall comply with Section 604. Compartments containing more than one plumbing fixture shall comply with Section 603. Wheelchair accessible compartments shall comply with Section Ambulatoryaccessible compartments shall comply with Section 604.9. P P Y 604.2 Location. The water closet shall be located with a wall or partition to the rear and to one side. The centerline of the water closet shall be 16 inches (405 mm) minimum to 18 inches (455 mm) maximum from the side wall or partition. Water closets located in ambulatory accessible compartments specified in Section 604.9 shall have the centerline of the water closet 17 inches (430 mm) minimum to 19 inches (485 mm) maximum from the side wall or partition. 604.3.1 Size. A clearance around a water closet 60 inches (1525 mm) minimum, measured perpendicular from the sidewall, and 56 inches (1420 mm) minimum, measured perpendicular from the rear wall, shall be provided. 604.3.2 Overlap. The required clearance around the water closet shall be permitted to overlap the water closet, associated grab bars, paper dispensers, sanitary napkin receptacles, coat hooks, shelves, accessible routes, clear floor space at other fixtures and the turning space. No other fixtures or obstructions shall be within the required water closet clearance. 604.4 Height. The height of water closet seats shall be 17 inches (430 mm) minimum and 19 inches (485 mm) maximum above 604.5 Grab Bars. Grab bars for water closets shall comply with Section 609 and shall be provided in accordance with Sections 604.5.1 and 604.52. Grab bars shall be provided on the rear wall and on the side wall closest to the water closet. 3) In TypeEXCEPTIunits,grab bars are not required to be installed where reinforcement complyingwith Section 1003.11.4 is installed YP q for the future installation of grab bars. 5. In a Type B unit, where fixtures are located on both sides of the water closet, a swing -up grab bar complying with Sections 604.5.3 and 609 shall be permitted. The swing -up grab bar shall be installed on the side of the water closet with the 18 inch mm)clearance required bySection 1004.11.3.12. q 604.5.1 Fixed Side Wall Grab Bars. Fixed sidewall grab bars shall be 42 inches (1065 mm) minimum in length, located 12 inches (305 mm) maximum from the rear wall and extending 54 inches (1370 mm) minimum from the rear wall. In addition, a vertical grab bar 18 inches (455 mm) minimum in length shall be mounted with the bottom of the bar located between 39 inches mm) (1040mm) (990mm) (990 and 41 inches above the floor, and with the center line of the bar located between 39 inches and 41 inches (1040 mm) from the rear wall. EXCEPTIONS: 1. In Type A and Type B units, the verticalgrab bar component is not required. yP P q 2. Ina Type B unit, when a side wall is not available fora 42-inch (1065 mm) grab bar, the sidewall grab bar shall be permitted be 18 inches (455 mm) minimum in length, located 12 inches (305 mm) maximum from the rear wall and extending 30 inches (760 mm)minimum from the rear wall. 604.5.2 Rear Wall Grab Bars. The rear wall grab bar shall be 36 inches (915 mm) minimum in length, and extend from the centerline of the water closet 12 inches (305 mm)minimum on the side closest to the wall, and 24 inches(610 mm)minimum on the transfer side. EXCEPTIONS: 2. Ina Type A or Type B unit, the rear grab bar shall be permitted to be 24 inches (610 mm) minimum in length, centered on the water closet, where wall space does not permit a grab bar 36 inches (915 mm) minimum in length. 604.5.3 Swing -up Grab Bars. Where swing -up grab bars are installed, a clearance of 18 inches (455 mm minimu r • - 'I (b) sliding Door so° y 36 min f character stroke width shall comply with uppercase letter of the font shall be used to determine the allowable stroke width of all characters of a font. . 703.3.7.1 Maximum. The stroke width shall be 15 percent maximum of the height of the uppercase letter "1" measured at the top surface of the character, and 30 percent maximum of the height of the uppercase letter "I" measured at the base of the character. 703.3.7.2 Minimum. When characters are both visual and tactile, the stroke width shall be 10 percent minimum of the height of the uppercase letter T. 703.3.8 Character Spacing. Character spacing shall be measured between the two closest points of adjacent tactile characters within a message, excluding word spaces. Spacing between individual tactile character shall be 1/8 inch (3.2 mm) minimum measured at the top surface of the characters, 1/16 inch (1.6 mm) minimum measured at the base of the characters, and four times the tactile character stroke width maximum. Characters shall be separated from raised borders and decorative elements 3/8 inch (9.5 mm) minimum.Et 703.3.9 Line Spacing. Spacing between the baselines of separate lines of tactile characters within a message shall be 135 percent minimum and 170 percent maximum of the tactile character height. 703.3.10 Height above Floor. Tactile characters shall be 48 inches (1220 mm) minimum above the floor, measured to the baseline of the lowest tactile character and 60 inches 1525 mm maximum above the floor, measured to the baseline f th ( ) r o e highest tactile character. EXCEPTION: Tactile characters for elevator car controls shall not be required to comply with Section 703.3.10. q p y 703.3.11 Location. Where a tactile sign is provided at a door, the sign shall be alongside the door at the latch side. Where a g P g g tactile sign is provided at double doors with one active leaf, the sign shall be located on the inactive leaf. Where a tactile sign is rovided at double doors with two active leaves the right of the right-hand door. Where there is no wall P re sign shall be to the 9 htQ containing tactile characters shall be located so that a clear floor area 18 inches 455 mm minimum b 18 inches 455 mm ( ) Y ( ) minimum, centered on the tactile characters, is provided beyond the arc of any door swing between the closed position and 45 open position. EXCEPTION: EXCEPTION: Signs with tactile characters shall be permitted on the push side of doors with closers and without hold -open devices. 703.3.12 Finish and Contrast. Characters and their background shall have a nonglare finish. Characters shall contrast with their background with either light characters on a dark background, or dark characters n a light background. g g EXCEPTION: Where separate tactile characters and visual characters with the same information are provided, tactile characters are not required to have nonglare finish or to contrast with their background. 703.4 Braille. 703.4.1 General. Braille shall be contracted (Grade 2) braille and shall comply with Section 703A. 703.4.2 Uppercase Letters. The indication of an uppercase letter or letters shall only be used before the first word of sentences, proper nouns and names, individual letters of the alphabet, initials, or acronyms. 703.4.3 Dimensions. Braille dots shall have a domed or rounded shape and shall comply with Table 703.4.3. 703.4.4 Position. Braille shall be below the corresponding text. If text is multi -lined, braille shall be placed below entire text. Braille shall be separated 3/8 inch (9.5 mm) minimum from any other tactile characters and 3/8 inch (9.5 mm) minimum from< raised borders and decorative elements. Braille provided on elevator car controls shall be separated 3/16 inch (4.8 mm) minimum either directly below or adjacent to the corresponding raised characters or symbols. 703.4.5 MountingHeight. Braille shall be 48 inches(1220 mm)minimum and 60 inches(1525 mm)maximum above the floor, g measured to the baseline of the braille cells. EXCEPTION: Elevator car controls shall not be required to comply with Section 703.4.5. 703.5 Pictograms. 703.5.1 General. Pictograms shall comply with Section 703.5. 703.5.2 Pictogram Field. Pictograms shall have a field 6 inches (150 mm) minimum in height. Characters or braille shall not be located in the pictogram field. 703.5.3 Finish and Contrast. Pictograms and their fields shall have a nonglare finish. Pictograms shall contrast with their fields, with either a light pictogram on a dark field or a dark pictogram on a light field. 703.5.4 Text Descriptors. Where text descriptors for pictograms are required, the shall be located direct) below the pictogram P g q y y P g field. Text descriptors shall comply with Sections 703.3 and 703.4. 703.E Symbols of Accessibility. 703.6.1 General. Symbols of accessibility shall comply with Section 703.6. 703.6.2 Finish and Contrast. Symbols of accessibility and their backgrounds shall have a non -glare finish. Symbols of accessibility shall contrast with their backgrounds, with either a light symbol on a dark background or a dark symbol on a light background. ' • Q LL V W -.) Ct �- z W LU > O Z Q Z W ~ >Is CO ® CO 00 pip 0) Q 5 p � ti � CO LLI 1- Cl) 51 -I CO Ct W It Z ti r` Cr) .4./I ,.li, O E ~ ) N x �� cE M ' A X E 32 min y 'I N _� - ICI �1�Ii ^ ..- (a) Hinged Door (c) Folding Door (d) Doorways withour Doors Fig. 404.2.2 Clear Width of Doorways 404.2.3 Maneuvering Clearances at Doors. Minimum maneuvering clearances at doors shall comply with Section 404.2.3 and shall include the full clear opening width of the doorway.604.8. P 9 404.2.3.1 Swinging Doors. Swinging doors shall have maneuvering clearances complying with Table 404.2.3.1. . , ' f1 Fig. 305.3 Size of Clear Floor Space Fig. 305.7 Maneuvering Clearance in an Alcove 30 min 306 Knee and Toe Clearance 306.2 Toe Clearance. 306.2.1 General. Space beneath an element between the floor and 9 inches (230 mm) above clearance and shall comply with Section 306.2. 306.2.2 Maximum Depth. Toe clearance shall be permitted to extend 25 inches (635 mm) maximum 306.2.3 Minimum Depth. Where toe clearance is required at an element as part of a clear floor extend 17 inches (430 mm) minimum beneath the element. 306.2.5 Width. Toe clearance shall be 30 inches (760 mm) minimum in width. 306.3.1 General. Space beneath an between 9 the space, floor shall under the be an toe min considered element. clearance toe shall TYPE OF USE MINIMUM CLEARANCES NOTES Approach Direction Door Side Perpendicular to Door ' �) Beyond Latch Parallel to Door (,) Maneuvering space shall include full width of doorway. From Front Pull 60 18 (2) Add 12' •if closer and From Front Push . 48" 0" (2) latch provided. From Hinge Pull 60" 54" 36" 42 (3) Add 6' if closer and latch provided (4) Add 6' if closer element inches (230 mm) and 27 inches (685 mm) above the floor shall be considered knee clearance and shall '�,�' ,� 3 ��,, From Hine 9 Push 42"(3> 54" provided. P From Latch Pull " 48 (a) 24" 306 3 2 Maximcomply with um Depction th. Knee clearance shall be P permitted to extend 25 inches (635 mm) maximum 9 inches the floor.; y .x From Latch Push 42" (a) 24" under an element at (230 mm) above 306.3.3 Minimum Depth. Where knee clearance is required beneath an element as part of a clear floor(455 c E" a 9 Table 404.2.3.1-Maneuvering Clearances at Manual Swinging Doors space, the knee clearance shall be 11 inches (280 mm) ■►- .` - N • Where both closer and latch are provided minimum in depth at 9 inches (230 mm) above the floor, and 8 inches (205 mm) minimum in depth at 27 inches 1 , ) - __ o E co _ _ 36 minyp o `° (685 mm)above the floor. 306.3.4 Clearance Reduction. Between 9 inches (230 ., / mm) and 27 inches (685 mm) above the floor, the knee clearance shall be permitted to be reduced at a rate of 1 `17 min / `' 11' min inch 25 mm for each 6 inches 150 mm in height. ( ) ( ) g 306.3.5 Width. Knee clearance shall be 30 inches (760 mm)minimum in width. Fig. 306.2 TOE CLEARANCE 307 ProtrudingObjects J 307.2 Protrusion Limits. Objects with leading edges more than 27 inches (685 mm) above the floor shall protrude 4 inches (100 mm) maximum horizontally into the circulation 307.3 Post -Mounted Objects. Objects on posts or pylons shall be permitted to overhang more than 27 inches (685 mm) and not more than 80 inches (2030 mm) above the where the clear distance between the posts or pylons is greater than 12 inches (305 object either 27 inches (685 mm) maximum or 80 inches (2030 mm) minimum above 307.4 Reduced Vertical Clearance. Guardrails or other barriers shall be provided allowed by Sections 307.2 and 307.3, and where the vertical clearance is less than leading edge of such guardrail or barrier shall be 27 inches (685 mm) maximum above 307.5 Required Clear Width. Protruding objects shall not reduce the clear width required 4 max and not more path. 4 inches floor. Objects mm) shall the floor. where object 80 inches the floor. for accessible have protrusion (2030 Fig. than 80 (100 mm) on multiple the lowest mm) routes. 306.3 inches is above Knee Clearance (2030 mm) maximum where posts or pylons edge of such beyond the limits the floor. The 18 min /2 minito �__ _-__._ .__ __ _. _._........ _. .... _..._._._ .__._............._. (a) Front Approach, Pull Side (b) Front - - -- - --- -- pproach, Push �� Side (c) Hinge Approach, Pull Side centerline of the water centerline of the grab (710 mm) minimum in AREA OF CLEARANCE AROUND GRAB BARS closet to any side wall or obstruction bar 153/4 inches (400 mm) from the centerline length, measured from the wall to the / 54" MIN. shall be provided. A swing -up grab • - all be i ed with of the w. :;; , et. Swi • •-up grab bars shall be 28 end of the r • nzontal po ' • •f the grab bar. • ) t ,Q '1. COP t $ 04'5.1 fib" 1. ,1 s� v` J,,, Q' ,(�Cr,D the inches 1'as' min. where both closer and latch are provided r IC ,, / �a 100 42 min E �+ TOP OF 1r / / 42-MIN. a� r r I! a 22 min GRAB BARS 36" M 6'/ ., .-- 000 o N E E cep V X o(d)Hinge N 0 ] C 0 o[EillRARY / Q O o o - Approach, 9 PP ' 54' min. where Pull Side closer and is provided (e) Hinge A *48" •roach, Push Side min. where closer Is provided TOILET PAPER co s iV DISPENSER 1 I M M 9'ranx ` V J c? / LEVER TO BE c/ a. cc c f f LOCATED t t M ON WIDE SIDE ., Q co cco Q X X `C O) TA t OF STALLIv cv X '' ` N 1 \ \ 18 min 1 W C� FIG. 307.2 LIMITS OF PROTRUDING OBJECTS FIG. 307.4 REDUCED VERTICAL CLEARANCE 606 Lavatories and Sinks 606.2 Clear Floor Space. A clear floor space complying with Section MIRRORA 305.3, positioned for forward approach, shall be provided. Knee and toe clearance complying with Section 306 shall be provided. The dip of the overflow shall not be considered in determining knee and toe clearances. S „ EXCEPTIONS: I 1. A parallel approach complying with Section 305 shall be permitted to a o 7-- / q.----- J / / INSULATE ALL EXPOSED PIPING UNDER SINKS W --------------------- Fig. 703.3.11 Fig. 703.3.5 Character Height Location of Tactile Signs at Doors 904 Sales and Service Counters 904.1 General. Accessible sales and service counters shall comply with Section 904 as applicable. Fig. na3.63l1 International Symbol of Accessibility l•- Q Z_ S i2 J Q W Q p W U) - H Q p I- Q d c v22 min 24 min c co \ / �� / 904.2 Approach. Allportions of counters required Pp to be accessible shall be located adjacent to a walking surface complying with Section 403. 904.3 Sales and Service Counters. Sales and service counters shall comply with DRAWING REV: X > 12 E o (f) Fig. 404.2.3.1 40423.2 Sliding g 404232• Latch Approach, Maneuvering and Folding g 'ull Side - Clearance at Doors. Sliding doors g Manual Swinging and folding Doors g doors shall have (g) Latch Approach, Push ide k gcomplying maneuvering clearances _ 0 with Table 0 12 max % // % 12 max s � 305 0 N kitchen sink in a space where a cook top or conventional range is not N w 305 305 E X > 12 I provided. 5. The for knee toe to U Section 9043.1 or 9043.2. The accessible the the requirement and clearance shall not apply to more ------_) o a portion of countertop shall extend same depth as the sales and service countertop. than one bowl of a multibowl sink. �,- 6. A be bars. 4 o o cc o w N� g 305 904.3.1 Parallel Approach. A portion of the counter surface 36 inches (915 mm) in lent length 36 inches parallel approach shall permitted at wet ,� 606.3 Height. The front of lavatories and sinks shall be 34 inches (865 mm) maximum above the floor, measured to the higher of the rim or '`7 _ _.._ __ _ 1 ^ \) ?• N •>gLT! m (a) FIG. 307.3 POST -MOUNTED PROTRUDING OBJECTS (b) 20 max �- >20-26 mar minimum and 915 mm maximum in height above the floor shall ( ) g be provided. Where the counter surface is less than 36 inches (915 mm) in length, counter surface. •_ tt. 606.4 Faucets. Faucets Section 309. Hand "' `' 1 \\ �, _' y o the entire counter surface shall be 36 inches (915 mm) maximum in height above the floor. A clear floor space complying with Section 305, positioned fora parallel E shall comply with -operated metering faucets shall remain open for 10 seconds minimum. s s•MAX.TOE approach adjacent to the accessible counter, shall be PP J provided. 904.3.2 Forward Approach. A portion of the counter surface 30 inches(760 mm) 308 Reach Ranges 308.2 Forward Reach. -1 forward d,„ _,, i !-1 606.6 Ex Exposed Pipes and Surfaces. Water supply and drainpipes under P P PP Y a' MIN. KNEE lavatories and sinks shall be insulated or otherwise configured to MIN, CLEARANCE minimum in length and 36 inches (915 mm) maximum in height above the floor shall be provided. A clear floor space complying with Section 305, positioned for a forward protect against contact. There shall be no sharp or abrasive surfaces under CLEARANCE lavatories and sinks. Fig. 606.3 Height 609 Grab Bars Cross Section. Grab bars shall have a cross section complying with Section 609.2.1 or 609.2.2. Fig. 609.2 Size of Grab Bars 609.2.1 Circular Cross Section. Grab bars with a circular cross section shall have an outside diameter minimum and 2 inches (51 mm) maximum. 609.2.2 Noncircular Cross Section. Grab bars with a noncircular cross section shall have a cross (51 mm) maximum, and a perimeter dimension of 4 inches (102 mm) minimum and 4.8 inches (122 609.3 Spacing. The space between the wall and the grab bar shall be 1% inches (38 mm). The space projecting objects below and at the ends of the grab bar shall be 1% inches (38 mm) minimum. The and projecting objects above the grab bar shall be 12 inches (305 mm) minimum. EXCEPTIONS: 1. The space between the grab bars and shower controls, shower fittings, and other grab bars above permitted to be 1% inches (38 mm)minimum. 2. Swing -up grab bars shall not berequired to comply with Section 609.3. Fig.609.3 Spacing of Grab Bars P g 609.4 Position of Grab Bars. Grab bars shall be installed in a horizontal position,33 inches(840 (915 mm) maximum above the floor measured to the top of the gripping surface. At water closets complying with Section 604.10, grab bars shall be installed in a horizontal position 18 inches (455 (685 mm) maximum above the floor measured to the top of the gripping surface. EXCEPTIONS: 1. The lower grab bar on the back wall of a bathtub required by Section 607.4.1.1 or 607.4.2.1. 2. Vertical grab bars required by Sections 604.5.1, 607.4.1.2.2, 607.4.2.2.2, and 608.3.1.2. 609.5 Surface Hazards. Grab bars, and any wall or other surfaces adjacent to grab bars, shall be elements. Edges shall be rounded. 609.6 Fittings. Grab bars shall not rotate within their fittings. 609.7 Installation. Grab bars shall be installed in any manner that provides a gripping surface at the standard and does not obstruct the clear floor space. 609.8 Structural Strength. Allowable stresses shall not be exceeded for materials used where a vertical 250 pounds (1112 N) is applied at any point on the grab bar, fastener mounting device, or supporting DEPTH DE of Lavatories of 1 section dimension mm) maximum. between space the grab mm)minimum primarily mm) minimum free of sharp locations or structure. and Sinks % inch (32 mm) of 2 inches the grab bar and between the grab bar bar shall be and 36 inches for children's use to 27 inches or abrasive specified in this horizontal force of approach to the accessible counter, shall be provided. Knee and toe clearance complying with Section 306 shall be provided under the accessible counter. _011V1Vtl 4,` Table 404.2.3.2-Maneuvering Clearances at Sliding and Folding Doors 308.2.1 Unobstructed. Where a reach is unobstructed, the high forward reach shall be 48 inches Approach Direction PP MINIMUM MANEUVERING CLEARANCES 904.4 Checkout Aisles. Checkout aisles shall com 1 with Section 904.4. comply Fig. 904.4.2 Height of Checkout Counters 9 9 904.4.1 Aisle. Aisles shall comply with Section 403. 904.4.2 Counters. The checkout counter surface shall be 38 inches (965 mm) maximum in height above the floor. The top of the `!! (1220 mm) maximum and the low forward reach shall be 15 Q \' ._ ... Perpendicular P to Doorway(beyond Parallel to Doorway609.2 stop or latch ( Y P side unless noted) E -r inches (380 mm) minimum above the floor.%j��I111�` High Reach. Where high forward -' -'' 3082.2 Obstructed a reach is over an obstruction, the clear floor space shall Fig. extend beneath the element for a distance not less than the required reach depth over the obstruction. The high forward 308.2.2 Obstructed High Forward Reach counter edge protection shall be 2 inches (51 mm) maximum above the top of the counter surface on the aisle side of the checkout counter. 904.4.3 Check Writing Surfaces. Where provided, check writing surfaces shall comply with Section 902.3. 904.5 Food Service Lines. Counters in food service lines shall comply with Section 904.5. 904.5.1 Self Service Shelves and Dispensing Devices. Self-service shelves and dispensing devices for tableware, dishware, condiments, food and beverages shall comply with Section 308. 904.5.2 Tray Slides. The tops of tray slides shall be 28 inches 710 mm minimum and 34 inches 865 mm maximum above the Y P Y ( ) ( ) floor. RECEIVED CITY OF TU KW I LA 10345 REGISTERED RCHITECT KWANGHYUN BASK STATE of WASHINGTON From front 48 inches 0 inches reach shall be 48 inches (1220 mm) maximum where the reach depth is 20 inches (510 mm) maximum. Where the reach depth exceeds 20 inches (510 mm), the high forward reach shall be 44 inches (1120 mm) maximum, and the 11 E From nonlatch side 42 inches 22 inches (1) i'�'���� From latch side 42 inches 24 inches reach depth shall be 25 inches 635 mm maximum. ,I P ( ) �aii t/�, ;,; �_ ` c - 4 o- x I % NOTE (1) Beyond pocket or hinge side. (a)Front Approach 308.3 Side Reach. I111‘ �`� 1 N i - �- 308.3.1 Unobstructed. Where a clear floor space allows a �/ k approach to an element and the side reach is 70max parallel unobstructed, the high side reach shall be 48 inches (1220 Fig. 308.2.1 mm) maximum and the low side reach shall be 15 inches Forward (380 mm) minimum above the floor.E 308.3.2 Obstructed High Reach. Where a clear floor space allows a parallel approach to an object and the high side reach is over an obstruction, the height of the obstruction Unobstructed Reach • Fig. 308.3.1 Side Unobstructed Reach -F REVIEWED FOR 1�E COMPLIANCE s"' APPROVED ..: APR 17 2014 • City of rtl kwila BUILDING DIVISION APR,. 0 3 2014 PERMIT CENTER • DRAWING NO. A002 22 mm c 0 E 24 min / N v• v ` / / �/ shall be 34 inches (865 mm) maximum and the depth of the obstruction shall be 24 inches (610 mm) maximum. The high side reach shall be 48 inches (1220 mm) maximum for a reach depth of 10 inches (255 mm maximum. Where the P ) reach depth exceeds 10 inches (255 mm), the high side .� reach shall be 46 inches (1170 mm) maximum for a reach I�' _ x (� j 4 - k I x (I - I. I - I E 4 (b) Pocket or Hinge Approach (c) Stop or Latch Approach Fig. 404.2.3.2 Maneuvering Clearance at Sliding and Folding Doors ., 10 max k > 10-24max / depth of 24 inches(610 mm)maximum. P Fig. 308.3.2 Obstructed High Side Reach PERMIT SET SCALE: NTROL DI1AORAM BRASS DISC POST (INCASED) )81 MONUMENT LINE--, 662.64' FND. BRASS BRAD IN FND. PUNCH IN 1.5" JCONC. POST (INCASED) [VISITED 12-24-861 S 88°26'12" Eli 2667.30' 1333.65' END. COPPER TACK IN LEAD IN CONC. 'INCASED} (VISITED 12-9-881 STRANDER BLVD. r� S 88°15'33" E 1336.64' 3996.90' 1339.38' 1087.04' FND. PUNCH IN 1.5" BRASSIE IN CONC. [INCASED] (VISITED 1-10-851 26 -246.61' FND. COPPER TACK IN LEAD IN CONC. !INCASED[ (VISITED 12-17-861 S 88°17'09" E 1083,10' --"" S89°15'56"E END. STD. METRO 2 53,34' BRASS DISC IN 4"x4" CONC. POST (INCASED' (VISITED 12-17-861 N 88°06'46" END. BRASS DISC IN CANOPY 1122 ASPH 1P2 CONC. CURB CANOPY TRASH ENCLOSURE S88°15'33"E W 9.00' S 88°15'33" E STRANDER BOULEVARD 9" LIGHT STD, ON 2'x2' CONC. N01°C3'25"E 5.90' 202.40 185.10 BUILDING %[All HEIGHT :* 27.30' CONSERVATION EASEMENT REC. NO. 93>_091903 > --- • _ 299. r9'� N 88°15'33' ENLARGED SITE PLAN ALTA/ACSM SURVEY NO1°44'27"E 5.90' BLDG. CANOPY CANOPY wl r.5'xl,5' SUPPORTS CORNER" RET, WALL w/ METAL RAILING 13.0 CONTOUR (KING CO. DATUM) END. COPPER TACK IN PLEAD IN CONC. IINCASEDI (VISITED 5-6-881 CALCULAATED LOCATION UN BUILDING] 440.07 TRUE PROJECT NORTH NORTH StiRVEY CERTIFICATION FORM 9.1' PEDESTRIAN 8 UTILITY EASEMENT REC. NO. 9003231497 HLAN I LH (TYPICAL) 4 GAS METERS STAIRS R=VIEWED FOR ;COD COMPLIANCE APPROVED APR 17 2014 City of Tukwila BUILDING DIVISION 13.0 CONTOUR (KING CO. DATU PROJECT AREA (3,610 SF) I I APPROX. LOC. PER CIVIL DESIGN PLAN '* UNABLE TO FIELD LOCATE 119.80 137.40 CANOPY POST INDICATOR VALVE % 1 FIRE HOSE TRASH -/ .p ENCLOSURE WATER VAU END WALL \ TRASH 1'a ENCLOSURE 0, 8 CONC. RET. WALL To S-H-BENOLIEL-ROMNEY #179, LIMITED PARTNERSHIP, A CALIFORNIA LIMITED PARTNERSHIP AND CHICAGO TITLE CO. The undersigned Professional [.,and Surveyor (the "Surveyor") hereby certifies that (a) this plat ut survey arid EXTRUDED. 8" WIDE BRICK TRAS ENCLOSURE GA METER FIRE CONTR VALVE GAS METER TRAN . PAD ENCLOSURE 3.5' CONC. RET. WALL 4' HIGH SIGN'm LANTER REA BRICK SIG 2 9"STEEL S'GN T EL E.-------P ENCL03JJRE 37.28 FND. STANDARD ETRO BRASS DISC IN 4"x4" CONC. POS ( INCASED ) TRAFFIC SIGNAL BOX BUS "STOP SIGN WATER METER U) EXIST. SS MH WATER METER J STAIRS R CEIVED CITY E TUKWILA A ..:.0 3 2014 PERIVIT CENTER U I L ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 98188 T.425.635.8914 I Info@ullarchltects.com z J a. uJ 0 z_ X W DRAWING REV. DRAWING NO. PERMIT SET C/) 0 0 D.O.S. SOLID CORE WOOD DOOR SC DOOR TYPES 1/4" = 11-0" • it • N O (O HM1 FRAME TYPES HM2 HM3 MIRROR - (N Co 2 ZN 21WIG FITTING AR 1/4" = 1'-0" FIXTURE ELEVATIONS 1/4" = 1'-0" _ _ _ _ - DOOR SCHEDULE - ADMINISTRATION BUILDING DOOR # DOOR SIZE DOOR FRAME DETAILS REMARKS DOOR # WIDTH HEIGHT THICK. TYPE MATERIAL FINISH TYPE MATERIAL FINISH HEAD JAMB 103 3'-0" 7'-0" 1 3/4" SC WOOD STAIN/SEAL HM1 HM PAINT 6/A601 6/A601 SIM - 103 104 3'-0" 7'-0" 1 3/4" SC WOOD STAIN/SEAL HM1 HM PAINT 6/A601 6/A601 SIM - 104 105 2'-6" 5'-0" 1 3/4" SC WOOD STAIN/SEAL HM2 HM PAINT 6/A601 6/A601 SIM - 105 106 3'-0" T-0" 1 3/4" SC WOOD STAIN/SEAL HM1 HM PAINT 6/A601 6/A601 SIM - 106 ROOM FINISH SCHEDULE - ADMINISTRATION BUILDING ROOM # ROOM NAME FLOOR BASE NORTH WALL EAST WALL WEST WALL SOUTH WALL CEILING REMARKS 101 SALES AREA-1 SC VB P P P P P / EXP 102 SALES AREA-2 SC VB P P P P P 103 RESTROOM-MEN CT CTB P P P P P NOTE 1 104 STAIR SC VB P P P P P / EXP NOTE 2 105 STORAGE SC VB P P P P P/EXP 106 RESTROOM-WOMEN CT CTB P P P P P 201 STORAGE CAT VB P P P P P/EXP NOTE 1. EXISTING FINISHES - NOCHANGE IN THIS AREA 2. CARPET FINISH FOR ALL STAIR TREADS AND RISERS ROOM FINISH SCHEDULE LEGEND ABBREVIATIONS ACC Accessories OP Operable Partitions NOTE ACT Acoustical Ceiling Tile P Paint 1: Letter(s) before the hyphen designate the finish material (carpet, etc.) A Number after the hyphen designates the finish material type (Carpet type 1 etc.) A Letter after the hyphen designates the color group (Color Group E, etc.) A Number after the group letter designates a single color in that color group. Examples: CA-1A, VCT-C, P-B2 2. No designation after the hyphen means that there is only one color for that material; refer to Color Specification. Example: CC 3. The Color Specification may have a single color, for the entire project, for a given material. That material might not appear on the Color Schedule. Example: EJC AW Aluminum Window PLM Plastic Laminate AWP Acoustical Wall Panels PWP Padded Wall Panels BR Brick QT Quarry Tile C Concrete RF Resilient Flooring CA Carpet RB Rubber Base CAT Carpet Tile RN Rubber Nosing CT CERAMIC TILE RT Rubber Tread CTB CERAMIC TILE COVE BASE SC STAINED CONCRETE CMT Custom Trim SLT Sealant CTW Ceramic Wall Tile SM Sheet Metal EM Edge Molding ST Staine EP Epoxy Paint SV Sheet Vinyl EXP Exposed TB Tack Boards FAF Fluid Applied Flooring TP Toilet Partitions FP Flag Pole VB Vinyl Base FSE Food Service Equipment VCT Vinyl composition Tile G Glass VM Vinyl Molding GMU Glass Masonry Unit VS Vinyl Siding GRT Grout VT Vinyl LCB Lightweight Concrete Block WD Wood LW LAMINATED WOOD FLOOR WDB Wood Base MTR Mortar WDD Wood Doors PARTITION TYPE TYPE n TYPE El TYPE EI 2X4 WOOD STUD @16"OC EXISTING WALL 2X6 WOOD STUD @16"OC 2X4 WOOD STUD @16"OC 1/2" PLYWOOD EXISTING WALL / 1/2" PLYWOOD EXISTING WALL 5/8" TYPE X GYPSUM WALL BOARD (5/8" WATER RESISTANCE GYPSUM WALL BOARD AT WET AREA ONLY) TYPE TYPE E❑ TYPE n 2X4 WOOD STUD @16"OC 1/2" PLYWOOD 2X6 WOOD STUD @16"OC 1/2" PLYWOOD 2X4 WOOD STUD @16"OC 5/8" TYPE X GYPSUM WALL BOARD (5/8" WATER RESISTANCE GYPSUM WALL BOARD AT WET AREA ONLY) REVIEWED FOR -E COMPLIANCE APPROVED APR 17 2014 City of Tukvvilai BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 6 2014 PERMIT CENTER b1'+oIob UIL ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 9 8 1 8 8 T.425.635.8914. 1 Info@ullarchItects.com U w ONN a. MPROVEMENT z z w COC 07) BLVD SUITE 377 377 STRANDER DRAWING TITLE 0 czi Z 0 J w w X LL CJ) J w U C!) (_ LL- 0 oes O 0 AS SHOWN w J cn APR 3, 2014 ISSUE DATE APR 15, 2014 PLOT DATE DRAWING REV. 1 APRIL 15, 2014 REVISIONS PER CITY COMMENTS 10345 K ANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A005 PERMIT SET GENERAL DEMOLITION NOTES: EXISTING IiIESTROOM 0' 2' 4' 8' 1ST FLOOR DEMOLITION PLAN 1/4" = 1'-0" PLAN NORTH EXISTING RETAIL SALES AREA biLiftwor 1. ALL EXISTING ELEMENTS NOT INDICATED TO BE REMOVED SHALL BE PROTECTED FROM DAMAGE DURING DEMOLITION/CONSTRUCTION. 2. RE: STRUCT. MECH. ELEC. PLUMB. AND FIRE PROTECTION DRAWINGS FOR ADDITIONAL INFORMATION AND RELATED WORK. 3. ALL CONTRACTORS SHALL FIELD VERIFY ALL EXISTING CONDITIONS / DIMENSIONS AND NOTIFY ARCHITECT OF ANY DISCREPENCIES PRIOR TO COMMENCEMENT OF ANY WORK. 4. THESE DRAWINGS DO NOT DECLARE OR INTEND TO IDENTIFY EACH ITEM REQUIRING DEMOLITION, CAREFULLY REMOVE/RELOCATE ALL ITEMS IN CONFLICT WITH NEW CONSTRUCTION AS DIRECTED BY ARCHITECT. 5. ITEMS SALVAGED DURING THE WORK ARE TO BE TURNED OVER TO THE OWNER. THE CONTRACTOR SHALL CORRIDINATE THE STORAGE OF ITEMS WITH OWNER. THE CONTRACTOR SHALL REMOVE ITEMS THAT THE OWNER REQUESTS. ALL EXISTING SURFACES/ELEMENTS DISTURBED OR DAMAGED DURING THE COURSE OF DEMO./CONST. SHALL BE PATCHED / REPAIRED / REFINISHED OR REPLACED AS REQUIRED TO MATCH EXISTING ADJACENT CONSTRUCTION. 7. ALL PENETRATIONS THROUGH EXISTING ROOFING SYSTEMS SHALL BE CONSTRUCTED AS REQUIRED TO MAINTAIN EXISTING WARRANTY. 8. FUR OUT ALL EXISTING PARTITIONS AS REQUIRED TO ENCLOSE ALL STRUCT./ MECH./ ELEC./ PLUMB./ ITEMS EXPOSED TO VIEW BY DEMOLITION/ CONSTRUCTION. 9. PROVIDE NEW PAINT FINISH AT ALL EXISTING PAINTED SURFACES AFFECTED BY DEMOLITION/ CONSTRUCTION. 10. FIELD VERIFY ALL DIMENSIONS SHOWN AS +/-. 11. ALL CONTRACTORS, REGARDLESS OF THEIR DISCIPLINE, SHALL BECOME FAMILIAR WITH ALL DRAWINGS AND THE PROJECT MANUAL. 12. BIDDERS BY BIDDING, CERTIFY THAT THEY HAVE INSPECTED THE SITE AND THAT ALL DRAWINGS AND THE PROJECT MANUAL HAVE BEEN REVIEWED AND THAT ALL LABOR AND MATERIALS SPECIFIED OR OTHERWISE REQUIRED FOR A COMPLETE AND PROPER INSTALLATION ARE INCLUDED IN THEIR SUBMITTED BIDDING DOCUMENTS. DEMOLITION LEGEND: rm Il 1, 0 EXISTING WALLS TO BE REMOVED EXISTING WALLS TO REMAIN EXISTING DOOR AND FRAME TO BE REMOVED EXISTING DOOR AND FRAME TO REMAIN EXISTING FIXTURE, EQUIPMENT ETC. TO BE REMOVED. SEE KEYED DEMOLITION NOTES EXISTING SUSPENDED CEILING SYSTEM TO BE REMOVED r----1 r--1 EXISTING LIGHT FIXTURE L(J TO BE REMOVED F"""71 r-71 1,1 Ic—J 0 EXISTING FIXTURE, EQUIPMENT ETC. TO BE REMOVED. SEE KEYED DEMOLITION NOTES EXISTING SUSPENDED CEILING SYSTEM TO REMAIN EXISTING LIGHT FIXTUURE TO REMAIN EXISTING FIXTURE, EQUIPMENT ETC. TO BE REMAIN DEMOLITION KEYED NOTES: C 6 REMOVE EXISTING FLOOR FINISH IN THIS AREA AND PATCH SURFACE FOR NEW CONSTRUCTION REMOVE EXISTING CEILING TILES AND SYSTEM AND PATCH WALL SURFACE FOR NEW CONSTRUCTION REMOVE EXISTING FIXTURE (LIGHTING, DIFFUSER, ETC) IN THIS AREA FOR NEW CONSTRUCTION REMOVE EXISTING DRYWALL PARTITION AND PATCH SURFACE FOR NEW CONSTRUCTION REMOVE PORTION OF EXISTING CONCRETE FLOOR FOR NEW FOOTING - SEE STRUCTURAL REMOVE EXISTING ELECTRICAL PANEL AND RELOCATE TO A NEW LOCATION REMOVE EXISTING DOOR AND FRAME EXISTING ADA RESTROOM TO REMAIN REMOVE PORTION OF EXISTING CONCRETE FLOOR FOR NEW RESTROOM REVIEWED FOR .;ODE COMPLIANCE APPROVED APR 17 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 6 2014 PERMIT CENTER U I L ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 TUKWILA WASHINGTON 98188 T.425.635.8914 I into@uilarchilects.com 0 LL 0 W 0 L.L a. MPROVEMENT ti M AS SHOWN W co APR 3, 2014 ISSUE DATE APR 15, 2014 PLOT DATE DRAWING REV. 1 APRIL 15, 2014 REVISIONS PER CITY COMMENTS 10345 KWANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A121 PERMIT SET GENERAL NOTES: STORAGE 1105 • 105 STAIR J UP 104 I • /' /3'-6' 0' MEN RESTROOM 103 D ± 5'-8a" A 4' 8' 0 CV -H Moo M A OMEN RES ROOM 1 F 10'-22" A A 1ST FLOOR PLAN E D ± 13'-10" A SALES AREA-2 102 SALES AREA-1 101 1/4" = 1 r-0" PLAN NORTH D 1 12'-4" A A 1'-6 E 1. OPENINGS FOR DOORS SHALL BEGIN 4" FROM THE ADJACENT WALL U.N.O. 2. CONTRACTOR SHALL VERIFY DIMENSIONS BEFORE WORK AND INFORM ARCHITECT OF DISCREPANCIES BEFORE PROCEEDING WITH WORK. 3. PROVIDE FIRE STOPPING AT ROOF DECK ABOVE RATED WALLS TO MAINTAIN RATING. 4. MOUNT BOTTOM OF F.E.C. AT 26" ABOVE FINISH FLOOR. 5. SEAL PENETRATIONS IN FIRE WALLS WITH FIRE STOPPING. 6. FURNITURE IS N.I.C. UNLESS CALLED OUT BY KEY NOTE 7. FIELD VERIFY ALL DIMENSIONS SHOWN AS " ± ". Q KEYED NOTES: 1. •2ND FLOOR ABOVE SHOWN HIDDEN LINE 2. PLASTIC LAMINATE COUNTER TOP 28" AFF W/ BASE CABINET SEE A005 - FIXTURE ELEVATION 3. NEW ELECTRIC PANEL 4. HANDRAIL - BOTH SIDES 5. NEW DRYWALL. FINISH SURFACE ALIGN WITH ADJACENT EXISTING WALL 6. FIRE EXTINGUISHER CABINET 7. 1-HOUR FIRE RATING AT CEILING - 2 LAYERS OF 5/8" TYPE-X DRYWALL AT NDER: �E OF STAIR DRINKING FOUNTAIN (IBC 2902.5.1 WITH WASHINGTON STATE AMENDMENTS) 9. PROVIDE MECHANICAL VENTILATION W/ INTAKE AIR OPENING IN THIS ROOM 10. PROVIDE "DOORS LOCKED" SIGN AT THE EXTERIOR DOOR PANEL ffi. i'4OI REVIEWED FOR DE COMPLIANCE APPROVED APR 17 2014 Oita of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 6 2014 PERMIT CENTER UIL ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 9 TUKWILA WASHINGTON 98188 T.425.635.8914 I Info@ullarchItects.com 0 LL I— U w NO a_ MPROVEMENT z z w TUKWILA WA 98188 ti M STRANDER BLVD SUITE ti DRAWING TITLE 1ST FLOOR PLAN AS SHOWN W J co APR 3, 2014 ISSUE DATE APR 15, 2014 PLOT DATE DRAWING REV. 1 APRIL 15, 2014 REVISIONS PER CITY COMMENTS 10345 REGISTERED ARCHITE KWANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A131 PERMIT SET GENERAL NOTES: 3'-6" 4T @ 10" =r-4rr DN 3'-4" F 9T aG� 10" = T-6" LAW C F F 0' 2' 4' 8' .� L 2ND FLOOR PLAN II 11 II II II 1 1/4" = 1'-0" PLAN NORTH 1. OPENINGS FOR DOORS SHALL BEGIN 4" FROM THE ADJACENT WALL U.N.O. CONTRACTOR SHALL VERIFY DIMENSIONS BEFORE WORK AND INFORM ARCHITECT OF DISCREPANCIES BEFORE PROCEEDING WITH WORK. 3. PROVIDE FIRE STOPPING AT ROOF DECK ABOVE RATED WALLS TO MAINTAIN RATING. 4. MOUNT BOTTOM OF F.E.C. AT 26" ABOVE FINISH FLOOR. 5. SEAL PENETRATIONS IN FIRE WALLS WITH FIRE STOPPING. 6. FURNITURE IS N.I.C. UNLESS CALLED OUT BY KEY NOTE 7. FIELD VERIFY ALL DIMENSIONS SHOWN AS " t ". KEYED NOTES: 1. HANDRAIL BOTH SIDES 2. LOW PARTITION WALL - TOP OF WALL 42" AFF 3. NEW DRYWALL. FINISH SURFACE ALIGN WITH ADJACENT EXISTING WALL 4. FIRE EXTINGUISHER CABINET REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2014 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR . 0, 3 2014 PERMIT CENTER U I L ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 98188 T.425.635.8914 I Info@ uilarchit"cts.com 0 LL 0 W 0 a_ MPROVEMENT z Z W 377 STRANDER BLVD DRAWING TITLE 2ND FLOOR PLAN AS SHOWN ISSUE DATE APR 3, 2014 PLOT DATE DRAWING REV. 10345 K ANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A132 PERMIT SET MOM 2ND FL 110' 25' STORAGE 105 F----� STAIR 1104 /L 1 MEN RESTROOM 103 J J I ' _J L WOMEN RESTROOM 106 M MIMIfi fi 0' 2' 4' 8' L TYP) r L_J I— — L _ J 1ST FLOOR FIXTURE & EGRESS PLAN 1/4" = 1'-0" L_IJ PT-1 L SALES AREA-2 102 L _ J 3'-10" (TYP) FT-1 L_LJ f T-I L_ L J 1 1 1 1 1 1 1 1 L_J L_J L_J L_J TYP) 0 0 1 1 r -1 L-1 PTA L_J SALES AREA-1 101 TYP) L L_J L_1J L — J L _ J L J IIII — B N MINN Ifi ISM `\ \ \ \ I I I I -- A % \ L__J L__J I \ \N\ - --�- \ \ \ \ \ \ \ X \ \ \ k , - L J PLAN NORTH � T � 3'-1 0" (TYP) - - TYP) 0 0 GENERAL NOTES: 1. ALL FIXTURES, CASES, COUNTERS ARE NONFIXED AND MOVABLE AND UNDER 5'-9" HIGH U.N.O.. Q KEYED NOTES: 1. MOVABLE DISPLAY SHELVING 2. MOVABLE DISPLAY CASES 3 CHECK OUT COUNTERS 4. GATE WAY SECURITY SYSTEM REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2014 City ofTukvvilal BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 6 2014 PERMIT CENTER UIL ARCHITECTS 9 7 9 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 96196 T.425.635.8914. I Info©ullarchitecta.com MPROVEMENT Z z Lu 377 STRANDER BLVD AS SHOWN w U G7 APR 3, 2014 ISSUE DATE APR 15, 2014 PLOT DATE DRAWING REV. 1 APRIL 15, 2014 REVISIONS PER CITY COMMENTS 10345 KANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A133 PERMIT SET <>KEYED NOTES: STAIR 104 4 9 Z 1 • • STORAGE 201 INNN SALES AREA-2 102 IN IN INN 1 BUILDING SECTION 1/4" = O ti • Ep co co • STORAGE 201 VON STAIR 104 105 BUILDING SECTION 103 A2ND FLOOR EL. 8'-9" EXISTING 1ST FLOOR EL. 0 3 STORAGE 201 SALES AREA-2 102 SALES AREA-1 101 BUILDING SECTION a2ND FLOOR EL. 8'-9" EXISTING 1ST FLOOR 4. EL. 0 1/4" = 1'-0 2ND FLOOR EL. 8'-9" EXISTING AI1ST FLOOR EL. 0 1. EXISTING ROOF STRUCTURE 2. EXISTING DEMISING WALL 3. EXISTING SLAB ON GRADE CONCRETE FLOOR 4 SALES AREA-1 101 INTERIOR ELEVATION 1/4" =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2014 City of Tukwila BUILDING DIVISION KEY PLAN 4 2ND FLOOR EL. 8'-9" EXISTING 4 1ST FLOOR EL. 0 RECEIVED CITY OF TUKWILA APR . 0 3 2014 PERMIT CENTER SCALE :NTS NORTH D 1 141"mr U I L ARCHITECTS 9 7 8 I N D U S TRY DR STE 2 2 0 TUKWILA WASHINGTON 98188 T.425.635.8014 info@uilarchltects.com • • LL. 0 L_ 1- 0 O I.L. a. MPROVEMENT z z w U w >NI W m 377 STRANDER AS SHOWN DRAWING TITLE APR 3, 2014 ISSUE DATE APR 3, 2014 PLOT DATE DRAWING REV. KWANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A201 PERMIT SET GENERAL NOTES: STORAGE 105 1 STAIR 104 3 • O- J MEN RESTROOM 103 O Q- 0 O O O WOMEN RESTROOM 106 (7'-1O 0 ®L_G O O O O O O O 1 A601 0' 2' 4' 4'-0" O O O 0 0 0 0 0 0 0 0 0 8' Q • O O O SALES AREA-2 102 0 0 0 O _O O O 0 0 0 1ST FLOOR CEILING PLAN 1/4" = 1'-0" 0 0 0 12'-0" SALES AREA-1 101 L_ PLAN NORTH is? 0 0 0 2 A601 101-11" (TYP) O O O ± 9'-10" n 0 13'-0" 0 O O O 0 0 0 0 0 4'-0" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1. PAINT ALL EXPOSED DECK, STEEL JOISTS, CONDUIT, PIPING AND DUCT WORK. 2. FIELD VERIFY ALL DIMENSIONS SHOWN AS " t " CEILING PLAN LEGEND: GYPSUM BOARD BULKHEAD/CEIUSOFFIT ACOUSTICAL CEILING TILE FULL HEIGHT CASEWORK / EQUIPMENT ADJACENT TO CEILING NO LIGHT FIXTURES, DIFFUSERS, SPRINKLER HEADS ETC ABOVE (TYP) SURFACE MOUNTED LIGHT FIXTURE 40 WATTS LOW BAY FIXTURE W/ ALUMINUM HOUSING 6" RECESSED "CAN" LIGHT FIXTURE 6 WATTS LED LAMPS W/ UL APPROVED TRANSFORMER AT 2'-0" O.C. WALL MOUNTED LIGHT FIXTURE EXIT LIGHT FIXTURE EMERGENCY LIGHTING SCHEDULED CEILING HEIGHT ABOVE FINISH FLOOR EXPOSED ROOF FRAMING MECH DUCT ELEC CONDUIT & MISC PIPING SHALL RECEIVE PAINT FINISH SUPPLY AIR GRILLE RETURN AIR / EXHAUST GRILLE KEYED NOTES: 1. DRYWALL CEILING 2. EXPOSED - NO CEILING IN THIS AREA 3. DRYWALL SOFFIT 4. TOTAL 50 WATTS CENTRAL COSMETC LED LIGHTING W/ UL APPROVED TRANSFORMER. E O NS 5. PROVIDE EMERGENCY LIGHTING AT EXTERIOR LANDING AREA 6. EXIT EGRESS PATH SHOWN HIDDEN LINE. PROVIDE FIXTURES ALONG THE PATHS OF EGRESS AS REQUIRED PER IBC SECTION 1006. D REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 6 2014 PERMIT CENTER UIL ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 98188 7.425.635.8914 I Info@ullarchItects.com ce O LL I'- 0 O 0_ MPROVEMENT I- z z DRAWING TITLE z !0_ V z J 0 0 0 J LL vJ AS SHOWN APR 3, 2014 ISSUE DATE APR 15, 2014 PLOT DATE DRAWING REV. 1 APRIL 15, 2D14 REVISIONS PER CITY COMMENTS REGISTERED ARCHITECT KWANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A431 LI PERMIT SET GENERAL NOTES: EExP) L__ I b 8'-0" (TYP) STORAGE 201 (EDP d b 0' 2' 4' 8' 2ND FLOOR CEILING PLAN 1/4" = 1'-0" PLAN NORTH 1. PAINT ALL EXPOSED DECK, STEEL JOISTS, CONDUIT, PIPING AND DUCT WORK. 2. FIELD VERIFY ALL DIMENSIONS SHOWN AS " ± " CEILING PLAN LEGEND: 1. 0 0 6 1� GYPSUM BOARD BULKHEAD/CEIUSOFFIT ACOUSTICAL CEILING TILE FULL HEIGHT CASEWORK / EQUIPMENT ADJACENT TO CEILING NO LIGHT FIXTURES, DIFFUSERS, SPRINKLER HEADS ETC ABOVE (TYP) SURFACE MOUNTED LIGHT FIXTURE RECESSED "CAN" LIGHT FIXTURE RECESSED "CAN" LIGHT FIXTURE WALL MOUNTED LIGHT FIXTURE EXIT LIGHT FIXTURE EMERGENCY LIGHTING SCHEDULED CEILING HEIGHT ABOVE FINISH FLOOR EXPOSED ROOF FRAMING MECH DUCT ELEC CONDUIT & MISC PIPING SHALL RECEIVE PAINT FINISH SUPPLY AIR GRILLE RETURN AIR / EXHAUST GRILLE KEYED NOTES: EXPOSED - NO CEILING IN THIS AREA . EXIT EGRESS PATH SHOWN HIDDEN LINE. PROVIDE FIXTURES ALONG THE PATHS OF EGRESS AS REQUIRED PER IBC SECTION 1006. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 6 2014 PERMIT CENTER U I L ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 98188 T.425.635.8914 I info@uilarchltects.com 0 0 W L.L 0 MPROVEMENT z z uJ 377 STRANDER BLVD Z a c9 Z J DRAWING TITLE AS SHOWN w APR 3, 2014 ISSUE DATE APR 15, 2014 PLOT DATE DRAWING REV. 1 APRIL 15, 2014 REVISIONS PER CITY COMMENTS 10345 REGISTERED ARCHITECT ANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A432 PERMIT SET EXISTING WALL 4'-0" NOTE : SEE STRUCTURAL FOR DETAILS DRYWALL SOFFIT DETAIL A601 1" =1'-0" — EXISTING WALL OR WALL TYPE F❑ •1J 5/8" TYPE "X" GYP. BOARD (TYP) NOTE : SEE STRUCTURAL FOR DETAILS 2 DRYWALL SOFFIT DETAIL / HANGING ROD SEE STRUCTURAL rl A601 % 1" = 1'-0" 13'-0" AFF 1/4" SHIM low 2 0 GLAZING STOP o •. 0 0 •0 0 . 0 o. • •.0 0 0 0 • n CONT. SEALANT BOTH SIDES H.M. FRAME -PAINT C FILL W/ STRUCTOLITE VERIFY 3 HEAD DETAIL @ HM FRAME LITE 1/4" GLAZING A601 3" = 1'-0" 1/4" SHIM 1r' 2 0 ..000 0 o0 0 CONT. SEALANT BOTH SIDES H.M. FRAME -PAINT C FILL W/ STRUCTOLITE VERIFY H.M. DOOR I— PER SCHEDULE 4 HEAD DETAIL @ HM FRAME W/ DOOR A601 3" = 1'-0" REVIEWED FOR DECOMPLIANCE APPROVED APR 17 2014 City of Tukwila BUILDING DIVISION. RECEIVED CITY OF TUKWILA APR.. 0 3 2014 PERMIT CENTER U I L ARCHITECTS 9 7 8 INDUSTRY DR STE 2 2 0 TUKWILA WASHINGTON 9.8188 T.425.635.8914.1 info©uilarchltects.com 0 LL 0 w O a. MPROVEMENT z z w 1- co co 074 AS SHOWN DRAWING TITLE APR 3, 2014 ISSUE DATE APR 3, 2014 PLOT DATE DRAWING REV. REGISTERED ARCHITECT ANGHYUN BAEK STATE OF WASHINGTON DRAWING NO. A601 PERMIT SET DESIGN NOTES WOOD CONCRETE: (CAST -IN -PLACE) METAL STUDS A33EV. 8c SYv3OL U N FLOOR LIVE LOAD = 80 PSF (ATTIC WITH STORAGE) 100 PSF (RETAIL FIRST FLOOR) SEISMIC LOAD: EARTHQUAKE LOADS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1613) & ASCE 7-10, CHAPTER 12. SEISMIC IMPORTANCE FACTOR (IE) = 1.0, SITE CLASS "D", R = 6.5 Ss = 1.450g, Si = 0.540g, SDS = 0.967g, Ssi = 0.540g SEISMIC DESIGN CATEGORY = DESIGN REFERENCES: • IBC 2012, INTERNATIONAL BUILDING CODE 2012. • ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURE. • ACI 318-11, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY. • ACI 503-05/ASCE 5-05/TMS 402-05, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURE. • ANSI/AWC NDS-2012 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION WITH COMMENTARY • ANSI/AF&PA SDPWS-2008 SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC WITH COMMENTARY GENERAL NOTE ALL WORK SHALL COMPLY WITH APPLICABLE CODES AND ORDINANCES AS ADOPTED AND AMENDED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 2. VERIFY ALL CONDITIONS, DIMENSIONS AND ROUGH OPENINGS BEFORE PROCEEDING. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES FOUND WITH THE INFORMATION GIVEN ON THE DRAWINGS. DO NOT SCALE DRAWINGS. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE SIMILAR IN CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT OR STRUCTURAL ENGINEER. ALL EXTERIOR OPENINGS AROUND DOORS AND WINDOWS, BETWEEN WALLS AND FOUNDATIONS, WALLS AND ROOFS AND OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, SHALL BE SEALED, CAULKED, GASKETTED OR WEATHERSTRIPPED. TO LIMIT AIR/WATER LEAKAGE.. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. FOUNDATION 1. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST TO THE FROST DEPTH BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. FOUNDATION DESIGN CRITERIA ALLOWABLE SOIL BEARING = 2,500 psf STATIC PASSIVE PRESSURE = 300 pcf SEISMIC PASSIVE PRESSURE = 400 pcf COEFFICIENT OF FRICTION = 0.3 FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS & RAFTERS: BEAMS: STUDS, PLATES & MISC; FRAMING: HF#2 OR BSI I ER DF#1 OR BETTER HF STUD GRADE STRUCTURAL WOOD PANEL SHEATHING (PLYWOOD) SHALL BE APA RATED SHEATHING WITH EXPOSURE 1 CLASSIFICATION. • ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. • FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 40/20. • WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. • REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE— TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG —TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR LATEST CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "U" SERIES JOIST HANGERS. ANUFACTURED LUMBER GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. ALL GLUED LAMINATED BEAMS SHALL BE. DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. GLULAM COLUMNS SHALL BE DOUG— LAS FIR COMBINATION NO.5, Fc = 2400 PSI, E = 2,000,000 PSI. PREFABRICATED PLYWOOD WEB JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS AND ICC-ES REPORT NO. EST-1153. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC.,' SHALL HE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO, THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S SPECIFICATIONS. TIMBERSTRAND LAMINATED STRAND LUMBER (LSL), PARALLAM PARALLEL STRAND LUMBER (PSL), AND MIROLLAM LAMINATED VENEER LUMBER (LVL) SHLL BE MANUFACTURED IN ACCORDANCE WITH ICC—ES REPORT NO. ESR-1387 AND SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 3" TO 5". THE MINIMUM AMOUNTS OF CEMENTITIOUS MATERIAL MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE. PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER —CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE PROJECT ARCHITECT/ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE. VERIFY ALL BLOCKOUTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING REQUIREMENTS. REINFORCI\ G STEEL REINFORCING STEEL SHALL CONFORM TO ASTM A615, INCLUDING S1, GRADE 60, FOR DEFORMED BARS AND ASTM A185 FOR SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. COLUMN SPIRALS SHALL BE PLAIN OR DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE. BARS IN SLABS SHALL BE SUPPORTED ON WELL —CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL COLUMNS SHOWING BAR LOCATIONS. LAP ALL REINFORCING BARS AT SPLICES 36 DIAMETERS, WITH A MINIMUM LAP OF 18", EXCEPT AS NOTED. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: CAST AGAINST EARTH 3 I N . CONCRETE EXPOSED TO EARTH OR WEATHER: #6 AND LARGER 2 IN. #5 AND SMALLER & WWF 1 1/2 IN. CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR NOT CAST AGAINST THE GROUND:: SLAB AND WALL 3/4 IN. BEAMS AND COLUMNS 1 1/2 IN. STEEL STUDS SHALL BE C—STUDS WITH A MINIMUM YIELD OF 33,000 PSI FOR 18 AND 20 GAGE, AND 50,000 PSI FOR 12, 14 AND 16 GAGE. STUDS SHALL BE OF THE SIZE, GAGE, AND SPACING SHOWN ON THE DRAWINGS. MINIMUM SECTION PROPERTIES SHALL BE AS FOLLOWS. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS ADEQUATE FOR DEVELOPMENT OF THE FULL MOMENT CAPACITY OF THE STUDS. FOR LOAD —BEARING STUDS, TRACK SHALL BE OVERSIZE TO PROVIDE FULL STUD BEARING. SCREWS SHALL BE ELCO DRIL—FLEX, HILTI KWIK—FLEX, OR APPROVED. WELDING SHALL CONFORM WITH AWS D1.3. STUD SIZE I(MIN) IN 4 S(MIN) IN 3 350S162-33 0.508 0.290 350S162-43 0.654 0.374 550S162-33 1.458 0.530 550S162-43 1.883 0.685 TRACK SECTIONS I(MIN) IN 4 S(MIN) IN 3 350T125-33 0.405 0.282 350T125-43 0.528 0.288 550T125-33 1.159 0.410 550T125-43 1.510 0.533 ANCHORAGE 1. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS (CMU) WILL BE "KWIK BOLT 3" AS MANUFACTURED BY THE HILTI, INSTALLED IN STRICT ACCORDANCE WITH ICC—ES REPORT NO. ESR-1385, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICBO, OR ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITY. EPDXY —GROUTED ITMES (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT —SD 500" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC—ES REPORT NO. ESR-2322. RODS SHALL BE ASTM A36 UNLESS NOTED OTHERWISE. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED PER IBC CHAPTER 17. SUBMITTAL SHOP DRAWINGS SHALL BE SUBMITTED TO THE RECORD OF ARCHITECT OR ENGINEER PRIOR TO FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS INCLUDING FOLLOWING: CONCRETE OR MASONRY REINFORCEMENT, PRECAST OR PRE —STRESSED CONCRETE ITEMS, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, STEEL JOISTS, STEEL DECK, SHEAR STUD LAYOUT, METAL GRATING, CLADDING PANELS, AND STAIRS. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE RECORD OF ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. INSPECTION THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION PER CHAPER 17 OF THE INTERNATIONAL BUILDING CODE (IBC) 2012 EDITION .AND CITY OF TUKWILA REQUIREMENTS. INSPECTION SHALL BE PERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE CITY OF TUKWILA. • STRUCTURAL CONCRETE • CONCRETE AND/OR CMU RE -BAR PLACEMENTS • ANCHOR BOLT INSTALLATION • EPDXY AND/OR ,EXPANSION BOLT INSTALLATION (E) (N) ATR WWF E.W. L.W. W.W. FND FTG GLB HDR THK UON/UNO Y 0 • ■ CENTER LINE PLATE EXISTING NEW ALL TREADED ROD WELDED WIRE FABRIC EACH WAY LENGTH WISE WIDTH WISE FOUNDATION FOOTING GLULAM BEAM HEADER THICK(NESS) UNLESS OTHERWISE NOTED EXISTING COLUMN POINT LOAD FROM ABOVE NEW BEAM OR HEADER EXISTING JOISTS OR RAFTERS DETAIL REFERENCE ELEVATION REFERENCE SECTION REFERENCE SHEARWALL TYPE REVIEWED FOR !RODE COMPLIANCE '' APPROVED APR 17 2014 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR: 0 3 2014 PERMIT CENTER m 0 o' a Q U cn m z 0 DESCRIPTION ISSUE FOR PERMIT w 0 PREPARED BY 04/01/14 PREPARED FOR - BEAUTY DIRECT SHEET TITLE STRUCTURAL NOTES SHEET NUMBER s1..o PROJECT # 1488 6'-0" BLOCKING CONTINUOUS PARALLAM PSL 53/4"x11Y" BEAM LEGEND EXISTING WALL AT LOWER FLOOR NEW INTERIOR WALL EXTERIOR WALL INFILL EXISTING OR NEW COLUMN POINT LOAD FROM ABOVE BEAM OR HEADER JOISTS WITH SIMPSON HANGER ATTIC FRAMING PLAN SCALE: 3/16"= 1'-0" METAL STUDS PERPENDICULAR TO STUDS 4'—O" NOTE: 1. ALL METAL SCREWS ARE MINIMUM # TEK SCREWS (U.N.O.) ALL NEW WALLS TO SUPPORT STORAGE ATTIC SHALL HAVE 746" THICK STRUCTURAL PANEL WITH 8d COMMON NAILS © 6" 0.C. EDGE & 12" 0.C. FIELD. ALL WALL FASTENING SCHEDULE SHALL BE ACCORDING TO IBC TABLE 2304.9.1. f - METAL STUDS © 24'' 0.C. 12' 0" METAL STUDS © 24" 0.C. 16 ga. FLAT STRAP CROSS BRACING METAL STUDS © 24" 0.C. - 4 S3. CANOPY FRAMIN SCALE: 3/16" = 1'-0" EVIEVIIED FOR bE GCMPLIANCE APPROVED APR 17 2014 City &f Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR, 0 3 2014 PERMIT CENTER APPROVED BY: U co DESCRIPTION ISSUE FOR PERMIT I11 cc 0 PREPARED BY tit 41 Ltfl vt 734) E 8 co co CO o rn c N CCO co COG co N J F- LL g N H 04/01/14 PREPARED FOR BEAUTY DIRECT 03 co oicz SHEET TITLE Z 0— U < 0_ SHEET NUMBER S2.0 PROJECT # 1488 (E) CMU EXTERIOR WALL (E) METAL STUD WALL - (N) 2x4 HF#2 STUD WALL (E) FLOOR SLAB (E) CMU EXTERIOR WALL DETAIL SIMPSON /8" 0 "TITEN" SCREW ANCHOR @ 48" 0.C. (E) 2'-0" WIDE FOUNDATION S3.0 SCALE: 3/4" = 1'-0" 4 (E) METAL STUD WALL 3/4" T&G DECKING TJI JOIST @ 12" 0.C. /8" GWB CEILING IN= (N) 2x4 HF#2 STUD WALL W/ 746" STRUCT. PANEL SHEAR WALL DETAIL SCALE: 3/4" = 1'-0" (N) STAIR BEYOND SIMPSON "HUCQ" HANGER @' T&B - (N) 4x10 DF#1 BEAM (N) PSL 5Y2"x9Y2" BEAM PER PLAN --(N) PSL 5Y2"x5Y2" COLUMN DETAIL SCALE: 3/4" = 1'— (N) 2x4 HF#2 STUD WALL W/ 746" STRUCT. PANEL SHEAR WALL SIMPSON /" 0 "TITEN" SCREW ANCHOR © 48" O.C. 2 S3.0. (E) 24" DEEP ROOF RAFTERS @ 24" 0.C. (E) METAL STUD WALL DETAIL SCALE: 3/4" = 1'— " ✓ FULL HEIGHT GWB SEE ARCH. SIMPSON "STC" CLIP @ ROOF RAFTERS (N) 2x4 HF#2 STUD WALL W/ 7/16" STRUCT. PANEL SHEAR WALL 3/4" T&G DECKING TJI JOIST @ 12" 0.C. 5/8" GWB CEILING ! r rr( , PSL 5)"x5Y" COLUMN W/ SIMPSON CCQ66 f ? COLUMN CAP - PSL BEAM PER PLAN (N) 2x4 HF#2 STUD WALL (TYP.) 3/4" T&G DECKING TJI JOIST @ 12" 0.C. %" GWB CEILING SIMPSON MIU JOIST HANGER (N) WALL (N) 5Y "x5Y" PARALLAM PSL COLUMN /8" EXPANSION JOINT (E) CONC SLAB SAW CUT SECTION AS NECESSARY & FILL GAP W/ GROUT SIMPSON "CBSQ66" CONCRETE FOOTING PER PLAN 4 0 4 a a io PER PLAN am- #4 BARS EA. WAY 3" CLR. FOOTI \C & COLUN N SIZE FOOTING WIDTH LENGTH DEPTH REBAR COLUMN FTG 1 2'_6" 2'-6" 0'_10" (3) #4 E.W. PSL J"x5" FTG 2 2'-0" 2'-O" 0'-1 0" (2) #4 E.W. PSL "x5Y" FOOTING DETAIL S3.0 SCALE: 3/4" = 1'-0" CCQ66-SDS2 (N) 2x4 HF#2 STUD WALL @ UPSTAIRS Yq." T&G DECKING — TJI JOIST @ 12" 0.C. %" GWB CEILING (N) 2x6 HF#2 STUD WALL @ DOWNSTAIRS C3SQ66-S3S2 DETAIL SCALE: N.T.S. >< 13DETAIL CL S3.0 SCALE: 3/4" = 1'-0" 2-16d COMMON @ 16" 0.C. ON SOLE PLATE TO BEAM - (N) 2x BLOCKING PER PLAN (N) PSL 3) "x9)" JOIST PER PLAN CONTINUOUS 6" METAL TRACK W/ (2) SCREW PER (E) STUD DIAGONAL BRACING @ 8'-0" 0.C. (MAX) 10" 1 2'_9" '—(E) STUD WALL "0 THREADED ROD @ 4'-0" 0.C. TO SUPPORT CANOPY NOTE: 1. USE MIN. OF (2) #8 TEK SCREW FOR METAL STUD CONNECTION, U.N.O. 2. NOTIFY ENGINEER IMMEDIATELY WHEN USE ALTERNATE METHOD OF CONSTRUCTION. CANOPY DETAIL SCALE: 3/4" 1'-0" SIMPSON STC CLIP INSTALLED TOP PLATE OF NON —BEARING WALL DETAIL SCALE: N.T.S. (N) 2x4 HF#2 STUD BLOCKING AT INTERSECTION 2-16d COMMON @ STUD TO SOLE PLATE (N) TJI 230 JOIST BEYOND (N) PSL 5Y4"X11Y4" BEAM PER PLAN (N) PSL 7"x9Y" BEAM PER PLAN 14 D ETA I L S3.0 SCALE: 3/4" = " BOTTOM OF ROOF JOIST OR TRUSS CONTINUOUS 6" METAL TRACK W/ (2) SCREW PER (E) STUD DIAGONAL BRACING @ 4'-0" 0.C. (E) OR (N) STUD WALL PER PLAN %" 0 ATR HANGING ROD @ 48" 0.C. (MAX) 1'-0" NOTE: 1. USE MIN. OF (2) #8 TEK SCREW FOR METAL STUD CONNECTION, U.N.O. 2. NOTIFY ENGINEER IMMEDIATELY WHEN USE ALTERNATE METHOD OF CONSTRUCTION. 5CANOPY DETAIL (LONG) 3..0) SCALE: 3/4" = 1'-0" FILLER BLOCK (EACH SIDE); NAIL TO WEB 4x4 SUPPORT MEMBER W/ "U44" FACE MOUNT HANGER LOAD DETAIL SCALE: N.T.S. 0 OO Li L.L 0 REVIEWED FOR (-DE COMPLIANCE APPROVED APR 17 2014 City of Tukwila BUILDING DIVISION 2 U W RECEIVED CITY OF TUKWILA APR: 0.3 2014 PERMIT CENTER U co APPROVED BY: U co DESCRIPTION ISSUE FOR PERMIT cc 0 PREPARED BY CO CO CO 0 00 rn c4 CC A 00 J xQ [Li a: 8 C N a 0401/14 PREPARED FOR BEAUTY DIRECT o co CO co o< gg M SHEET TITLE SHEET NUMBER S3.0 PROJECT # 1488