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HomeMy WebLinkAboutPermit D16-0224 - URBAN INTERIORS AT THOMASVILLE - REMODELURBAN INTERIORS AT THOMASVII.I.F 5951 S 180 ST D16-0224 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.sov DEVELOPMENT PERMIT 3523049031 Permit Number: D16-0224 5951 S 180TH ST BLDG Project Name: . URBAN INTERIORS ATTHOMASVILLE Issue Date: 10/4/2016 Permit Expires On: 4/2/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: GRE MANAGEMENT SERVICES INC 2150 DOUGLAS BLVD #110 , ROSEVILLE, WA, 95661 DUSTIN THORLAKSON Phone: (425) 827-2100 5209 LAKE WASHINGTON BLVD NE, STE 200,.KIRKLAND, WA, 98033 GOUDY CONSTRUCTION LLC PO BOX 3028 , BELLEVUE, WA, 98009- 3028 Phone: (425) 455-1255 License No: GOUDYCL896RN Expiration Date: Lender: Name: AL MOSCATEL Address: 125 BOREN AVE N , SEATTLE, WA, 98109 DESCRIPTION OF WORK: REMODEL OF EXISTING FURNITURE STORE. EXTERIOR WORKS INCLUDES DEMOLITION OF ENTRY FEATURE WITH PROPOSED IMPROVEMENTS CONSISTING OF NEW ENTRY FEATURE WALL TREATMENT AND CANOPY. THE INTERIOR WORK INCLUDES DEMOLITION OF DISPLAY PARTITIONS WITH PROPSED IMPROVEMENTS OF NEW NON - LOAD BEARING PARTITIONS, FINISHES AND RETAIL DISPLAY FEATURES. Project Valuation: $532,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIIB Electrical Service Provided by: TUKWILA Fees Collected: $8,726.02 Occupancy per IBC: M Water District: HIGHLINE Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 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: R/ Date: 10-7-f 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 per t and agree to the conditions attached to this permit. Signature: ///� _ Aii P Print Name: / A/7/ L_ PA- 0-5-S Date: GU` Wt6 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 3: 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" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 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) 4: Maintain fire extinguisher coverage throughout. 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 1008.1.9.1) 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 less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.6) 11: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 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 loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC 1011.6.3) 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 1006.3.1) 17: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 15: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 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. 2436). 19: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 20: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 18: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 21: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 22: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 23: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 26: ***BUILDING PERMIT CONDITIONS*** 27: 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. 28: 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. 29: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, ' Table 1705.3. 30: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 31: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 32: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 33: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 34: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 35: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 36: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 37: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 38: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 39: 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. 40: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 41: 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. 42: 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. 43: 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). 44: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 45: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 46: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 47: 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** 0301 ' CONCRETE SLAB 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING LATH & GYPSUM 4037 SI -CAST -IN-PLACE 4027 SI -COLD -FORM WELD 4000 SI -CONCRETE CONST 4034 SI -METAL PLATE CONN 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4004 SI -WELDING 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKYI 4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pet No. t ( (j— ()d Project No. Date Application Accepted: C—! h Date Application Expires: —1 7 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 3523049031 Site Address: 5951 S 180TH STREET, TUKWILA, WA 98188 Suite Number: Tenant Name: URBAN INTERIORS AT THOMASVILLE r PROPERTY OWNER Name: DUSTIN THORLAKSON Name: AL MOSCATEL City: KIRKLAND State: WA Zip: 98033 Address: 125 BOREN AVE N Email: dthorlakson@fhoarch.com City: SEATTLE State: WA Zip: 98109 CONTACT PERSON — person receiving all project communication Name: DUSTIN THORLAKSON Address: 5209 LAKE WASHINGTON BLVD City: KIRKLAND State: WA Zip: 98033 Phone: (425) 827-2100 Fax: (425) 828-6899 Email: dthorlakson@fhoarch.com GENERAL CONTRACTOR INFORMATION Company Name: GOUDY CONSTRUCTION Address: POST OFFICE BOX 3028 Cit': BELLEVUE State: WA Zip: 98009 Phone: (425) 455-1255 Fax: Contr Reg No.: GOUDYCL896RN Exp Date: 12/14/2017 Tukwila Business License No.: H:\ApplicationsTorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: 1 New Tenant: ❑ Yes ® ..No ARCHITECT OF RECORD Company Name: FREIHEIT & HO ARCHITECTS Architect Name: ARTHUR CHANG Address: 5209 LAKE WASHINGTON BLVD #200 City: KIRKLAND State: WA Zip: 98033 Phone: (425) 827-2100 Fax: (425) 828-6899 Email: achang@fhoarch.com ENGINEER OF RECORD Company Name: DIBBLE ENGINEERS A1 fri Engineer Name: TRAVIS COLLIANDER Address: 1029 MARKET STREET Address: 1;Z� �CPY! City: KIRKLAND State: WA Zip: 98033 Phone: (425) 828-4200 Fax: Email: travis@dibbleengineers.com State: i A LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: A1 fri 1 _ T�1 Address: 1;Z� �CPY! 'tie ^V ' City: caill_t� State: i A Zip: C /' L Page 1 of 4 BUILtDING PERMIT INFORMATIODT — 1\06-431-3670 Valuation of Project (contractor's bid price): $ 532,000 Describe the scope of work (please provide detailed information): Existing Building Valuation: $ REMODEL OF EXISTING FURNITURE STORE. EXTERIOR WORK INCLUDES DEMOLITION OF ENTRY FEATURE WITH PROPOSED IMPROVEMENTS CONSISTING OF NEW ENTRY FEATURE WALL TREATMENT AND CANOPY, THE INTERIOR WORK INCLUDES DEMOLITION OF DISPLAY PARTITIONS WITH PROPOSED IMPROVEMENTS OF NEW NON -LOAD BEARING PARTITIONS, FINISHES, AND RETAIL DISPLAY FEATURES. Will there be new rack storage? ❑ Yes ®.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: 0 *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: 193 Compact: 29 Handicap: 2 Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers ® Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 111 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 42,000 17,000 0 0 III -B M rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: 0 *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: 193 Compact: 29 Handicap: 2 Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers ® Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 111 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOP''ATION — 206-433-0179 Scope of Work (please provide detailed information): SEE BUILDING PERMIT INFORMATION. NO PUBLIC WORKS. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila 0... Water District #125 ❑ ...Water Availability Provided Sewer District ..• .Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View 0 .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) O ...Bond 0 .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public 0 Private ❑ 0 .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 OR AUTH Signature: Print Name: Mailing Address: 5209 LAKE WASHINGTON BLVD #200 H:\Applications\Forms-Applications On Line \2011 Applications \Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: O/q icICA Day Telephone: (425) 827-2100 KIRKLAND WA 98033 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PermitTRAK PAID $5,391.32 D16-0224 Address: 5951 S 180TH ST BLDG Apn: 3523049031 $5,391.32 DEVELOPMENT $5,134.80 PERMIT FEE R000.322.100.00.00 0.00 $5,130.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $256.52 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9558 R000.322.900.04.00 0.00 $256.52 $5,391.32 Date Paid: Tuesday, October 04, 2016 Paid By: GOUDY CONSTRUCTION LLC Pay Method: CHECK 25911 Printed: Tuesday, October 04, 2016 11:10 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY ( PAID PermitTRAK $3,334.70 D16-0224 Address: 5951 S 180TH ST BLDG Apn: 3523049031 $3,334.70 DEVELOPMENT $3,334.70 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R9134 R000.345.830.00.00 0.00 $3,334.70 $3,334.70 Date Paid: Friday, August 05, 2016 Paid By: SAMALCO LLC Pay Method: CHECK 315743 Printed: Friday, August 05, 2016 2:04 PM 1 of 1 CRSYSTEMS INSPECTION RECORD Retain a copy with permit -Die - 02214 Lr / INSPECTION NO. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Permit Inspection Request Line (206) 438-9350 Project: 1141tmeds Ty94 of Inspection: Buj�biA - r L Address: cqtri S 18P4 5% Date Called: Special Instructions: 1; Date Wanted: m. 'p.m. Requester: Phone No: WApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector Date: > 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D4-0221/ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 7f/v/liigs`/f' 4i- rfr Cog P/T/0071-- f,N�t— - 6F 7 Type of Inspection: ZOL.D/ G F/N41— /eek' DVRM c - g Siii),, ".5S ,4 J S, Address: 3-9s/ s, /r' 5i Date Called: C,S7t`IPV1R S i K?)'14 to Ri< m9-. Special Instructions: Date Wanted: 2- 7-17 a.m,, p.m. Requester: RB Phone No: 2bt-ii 1S -310a -q Approved per applicable codes. El Corrections required prior to approval. COMMENTS: rfr Cog P/T/0071-- f,N�t— - 6F 7 J M3 s r ,- /f,40i'X//4&- (3tv4:Rf7 12 0 /eek' DVRM c - g Siii),, ".5S ,4 J S, .2) rf.iYS; K4eP 684'55 XX // Aci-,4 111f4 7-Ra�G/-/ .oa r si i 3) ivp /9i 7r) , j6' 7%9-'4 .6' - 3/Pfi6`!-7JY C,S7t`IPV1R S i K?)'14 to Ri< m9-. Inspector: Date: 7-/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION bid, - o z 2-4-I 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: f C SV la -C Tr.q. of Inspection: I; i C,i�/I � . i%1AL Address: S151 S r 04 Si— Date Called: Special Instructions: Date Want: J_ Jmv Requester: / Phone No: ElApproved per applicable codes. J(] Corrections required prior to approval. COMMENTS: Oxp , Orbfic_ /-pp, VkL R 4JJR Inspector: Date: 2 -3-1,. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 2/(p-022/ INSPECTION NO. PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 77/01,44-5k//' c..... Type of Inspection: N C — Adess: 5?5/ J /8t) nil S,- Date Called: Special Instructions: Date Wanted: 3 -/ ? (Cr` p.m. Requester: Phone No: KApproved per applicable codes. COMMENTS: Corrections required prior to approval. SP c ,tom ,,YsP,(C iia,/t/ art -1 i, 14)2'L $ Inspector: Date: 23-17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I �iTr ION N0. 1)/6 -07_- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project / Type.Iof IIInnspecttion): SITHIAJ AdVdres�s: g %1 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 21Approved per applicable codes. DCorrections required prior to approval. COMMENTS: Date: 1/3/, 3f C I REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)110 -o22q PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: %ihN'Ih3V►Y.LE Ur2 Urreg A Ty e of Inspection: � Sv5�'C�be-b C /I/'f Address: - / 5 1g0 C- Date Called: Special Instructions: Date Wante :` / / / p.m. Request Oiiri Phone No: 2C6' q/ 9 — 196 U6 z Approved per applicable codes. Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' 8R# �n 'eines @ rthwinfOu.L / Type of Inspection: lig . si-t wym Si ")7/ Address:_Date 5-7-57, /86 /7-i -5777 Called: Special Instructions: Date Wanted: /--27-f7 a.r p.m. Requester: -- S CtAlocitival Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i) Put; e4i ' -- S CtAlocitival eiti 1.,6' Blv-ceidde, Al- WA -11- 1401774 tc'1tz- EAT- )W4 rob' x,4)7- - 04 Ir) rovrrie Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 a/'-0221 Project: UR8-W / '/'P/L SigTj f/ cat Type of Inspection: ///,%Z' . /A2SULA7764/ Address:Date 5'95/c-' S /8®m ; 2Lo& Called: Special Instructions: Date Wanted: —A7/7 a y p.m. Requester: Phone No: 2oa. -.Y/8-84nz Approved per applicable codes. Corrections required prior to approval. COMMENTS: f/4 Inspector: Dater 7/ l7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. W6? INS P CTION NO. INSPECTION RECORD Retain a copy with permit £l1 -ozZ1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 TN Project: UR2 4it/ /N77, rn6RSe ThitilltSi6zJ Type of Inspection: 6-LhZ/M6- Address: 5,57-Y, / Ft) rH.5T 8i. Date Called: — Special Instructions: Date Wanted: 1 —a7—i% a:m. m. Requester: Phone No: ►A Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:, Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Typu of Inspection: dd ess:Date S /S' S� Called: Special Instructions: Date Wante : ! 27 f7 a.r p.m. Requeste : Phone No: Approved per applicable codes. LJ Corrections required prior to approval. \or COMMENTS: Inspector: Date: 7-717_ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD IIS Retain a copy with permit SPECTION NO. 1.6/6-62z/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: O /t VPUYfs Type of Inspection: A'/!1e'Qg4il/e/ 4Jl ../ A 7 s - Address: 5,5/ -S% /S' 17i$T, ,146 - Date Called: Special Instructions: Date Wanted: -,_c / —2 /i (9`3 o a.m p.m. Requester: MA -1, - f, -Phone Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: AvLeVeArtc (4-y 6tve_p-- oF � Le4-- off _ (taV/ Itfyt tG-e- 1144 (Lie�C dcr c l�sS y Cet'tt ireikill( Inspector: Date:( _ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. k;') INSPECTION RECORD Retain a copy with permit INSP ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b16.• ,Zz4 Project: ',,q 17k,ni Sfl/LLG Typeinnspection: /17.4414/ Ai Address: S7 S/ ;31Sr- Date Called: Special Instructions: Date Want ,/1 m. Request B Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: P/4 cID %o'er AT' ,Jc l <t L 0, Peuvlbce lalrurez tAa wetDs goeg 51ZIL-Avr Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1I�S- U22)f PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type opection: Address: 5I rf Ma .`r— SiSpecial Date Called: SpecialInstructions: Date Want / 7/ 7 ..m. Request : IWE Phone No: Wee- 'LI10— 2.9 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: gA14/1 -T USTSI e Inspector: Date: 40.1 / y 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b6, - OZ'ZL{ Project: Typssf..lnspection: Address: 59s/ S )69 PI s% Date Called: Special Instructions: WALE °Aly Date Wanted: / /' l/ zz p. . Requester - Al Phone No: Z06 - I /r- tO Zq Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. ee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION b16 -02Z' -I 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: (J,? ) M1 /c Type o ection: ®o-r7,fc7- Address: sgsi S ig0 774 C.r Date Called: Special Instructions: latfr 6T 9 Date Wanted: �//z06 4 Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: P/A Pc -e ramie"- l�Q PecberS Inspector: Date: /� Z2/i4 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1)R0 - oz -z L \ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: U4-. 4-74'Ki Type of Inspection: Address:, Suite #: S1 c-,/ S'• / 50 Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6•-/a, (tt 19 f S > 1-/A -rAcs Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: i Inspector: J� r c 3 Date: 2/3A, -) Hrs.: 1. 0 $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: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit I _ 5 '" Esco PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: LAC100-,N Ue\ACrliDrS. Type of Inspection: r/A Address:� Suite #: SL71 5 ,� (,Q Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. 170Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: '-t >< { A .0 r/z- ,-74- 74'.-- - 1V6 77 ---- A/ 4e) r (( --t-is, . - c„.( --F v ' e -y.1(--( SP f -k -e faa Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:'., s:? Date: z/Z/i--) Hrs.: /. 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPEdTION NUMBER INSPECTION RECORD Retain a copy with permit 1) I -- o z z 4- /6-$- 2S.1, PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 02 i•J /tTtZf15 147440v/UL /ft/SuZi4-77(vd 64-ri/J4 a") 7:0,,,p o Type of Inspection: p/I I i I e rZ Address:/ Suite #: 5-c% S J 5. /V �.-L 5/ Contact Person: Special Instructions: /400 Er2/1&0N T?) 3io P , J E 6o &17- a - 7-(4,2(L r Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 147440v/UL /ft/SuZi4-77(vd 64-ri/J4 a") 7:0,,,p o pig/ Irl F/2 ;a/ Pr - %Z� S6 -e vr2 e-/� s (,147 7a,v 7d [et 'r L E i J f /' 5p/ter -- 77-002/6n/7— -- [2i- 6Jr ifCt- 7gt�Z7 .4 0 oIrl- /i7t4S :L?7)l fC IV 5 f2/ir" 1c Cr2- P/z2F /(0195. Occupancy Type: /400 Er2/1&0N T?) 3io P , J E 6o &17- a - 7-(4,2(L r WE -2140 v r .F/ID Piet- 1 i 5 / `N i a ` r y }-- ' ' ! / -IJ 1/ V 6- 'D al": t".4-- (ZE 575 eq, ,,,7s 5 r0 ri A -6-7F rid ev\- 0k L ovt a H fig D G t D w/ f32nz r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,rV// 5- A- f.5--, Date: li, /,, Hrs.: I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Sample Temp. I (ASTM C1064) I Initial Storage Temp. (ASTM C31) I Air Content (ASTM C231) Slump (ASTM C143) 1 Sample(s) Recd: MAYES TESTING ENGINEERS, INC. CONCRETE LABORATORY TEST REPORT Project Name: Thomasville Furniture 5951 South 180th Street, Tukwila WA Client: Goudy Construction Engineer: Contractor: Goudy Construction re Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: T16295 Issued on: 12/07/16 Sample Set ID: 589010 Permit # (s): D16-0224 Air Temperature: 50°F Min Temperature: NR Max Temperature: NR Initial Cure Method: Outside Plastic Lids Final Cure Method: Moist Room Weather: Overcast Product: Concrete Supplier: Miles Batch Plant Location: 202 173118 0165A Ticket Number : MixDesign ID : 66°F Water/Cement Ratio: 0.398 50 ° F 4.5" _Placement Location and Notes: FIELD DATA ASTM C31 and C172 Actual 4.6% 11/30/16 Exterior Footings at Entrance. Sampled at 4yds total at 8:00am. Mix Proportions: Ingredient Weight (per cu.yd) A/E Admix 7.0 oz Cement 608.0 lbs Coarse Aggregate 3/4" 1,797.0 lbs Fine Aggregate 1,231.0 lbs Water 242.0 lbs Required Strength: (fc) 4500 psi @ 28 days Date Made Sample # 11/29/16 11/29/16 11/29/16 11/29/16 Notes: 0001 0001 0001 0001 COMPRESSION TEST RESULTS (ASTM C31, C39, C617, C1231, C780, C109, C1019 orAASHTO T22 when applicable) Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Area Strength (psi) Type of Fracture 7309 7310 7311 7312 12/06/16 12/27/16 12/27/16 12/27/16 7 28 28 28 4x8 4x8 4x8 __ 4x8 55645 4.00 0.00 0.00 0.00 12.57 0.00 0.00 0.00 4430 Type 3 NA NA NA RECEIVED CITY OF TUKWILA DEC 1 2 2016 PERMIT CENTER Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. MTE 1050-1C, Rev5, 10/21/13 MAYES TESTING ENGINEERS, INC. Project Name: Client: Engineer: Contractor: CONCRETE LABORATORY TEST REPORT Thomasville Furniture 5951 South 180th Street, Tukwila WA Goudy Construction Goudy Construction Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 fax 425.745.1737 Project No: T16295 Issued on: 12/07/16 Sample Set ID: 589010 Permit # (s): D16-0224 Average Compressive Strength (psi): 7 Days : 4430 28 Days: 56 Days: 90 Days: Remarks: Technician(s): Smith, K. Reviewed by: Tested by: McDaniel, A. Dennis Sanborn Senior Project Manager RECEIVED CITY OF TUKWILA DEC 12 2016 PERMIT CENTER Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. See ASTM C39, for full description of the Type of Fracture. MTE 1050-1C, Rev5, 10/21/13 Lighting Summary LGT-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised July 2016 Project Info Compliance forms do not require a password to use. Instructional and calculating cells are wite- protected. Project Title: Urban Interiors at Thomasville Date 8/4/2016 Applicant Information. Provide contact information for individual vtho can respond to inquiries about compliance form information provided. For Building Department Use RECEIVED CITY OF TUKWILA AUG 0 5 2016 CENTFR Company Name: Freiheit & Ho Architects Company Address: 5209 Lake Washington Blvd NE, Kirkland WA 98033 Applicant Name: Jen Caudle Applicant Phone: 4258272100 Applicant Email: jcaudle@fhoarch.com Project Description., p Alteration PERMIT • New Building • Addition , Plans Included Include PROJ-SUM form (included in envelope forms workbook) with lighting complliance forms. Building Additions Refer to Section C502.2.6 for additional requirements. Compliance Method Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance Addition is combined with existing: For interior lighting projects, include new + existing interior Lighting Wattage table in LTG -INT -BLD or LTG -INT -SPACE For exterior lighting projects, include new + existing exterior Tradable and Proposed Non -Tradable Lighting Wattage tables Interior lighting Exterior lighting ■ ■ ® ■ lighting fixture wattage in Proposed form. lighting fixture wattage in Proposed in LTG -EXT form. Interior and Exterior Lighting Alterations Select all Lighting Power Control elements that of the retrofit project. If combination of spaces 50% of the existing fixtures in some spaces, and 50% fixtures are replaced in provide separate lighting compliance forms for the conditions. Spaces undergoing type of retrofit may be lighting pouter compliance Refer to Section C503.6 requirements. All alteration lighting controls commissioned per C408.3. and Lighting apply to the scope project includes a where less than are replaced or more of the others, then pouter tvto retrofit the same combined into one form. for additional shall be being made to lighting space are not Lighting Power Interior lighting existing new -INT + existing + existing or '�. Parking garage Exterior lighting Wth exceed total 50% or more of existing are replaced ■ ■ ■ Less than 50% of existing are replaced MI Lamp and/or ballast replacement only ■ rr — existing total wattage not increased ■ ■ ■ 50% or more replaced - Total lighting povter of new + total LPA per Sections C405.4.2 and C405.5.2. Include Proposed Lighting Wattage table in LTG -INT -BLD, LTG Less than 50% replaced - Total lighting povter of new the total lighting povter prior to alteration. Include new Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE 50% threshold aapplies to number of luminaires for inte installed wattaa for exterior luminaires. -to -remain fixtures shall comply + existing -to -remain fixtures in -SPACE or LTG -EXT form. -to -remain fixtures shall not -to -remain fixtures in the Proposed LTG -EXT form. ARE. - •.• • -..,. •. •.. - •_ _ ... VIEWED FO - Lighting Controls Interior lighti New wiring installed to serve added gCO3-D.i.i1COMPLIAINCE g AP ROVED ghting fixtures and/or fixtures relocated to f! • new circuit(s) SEP 2 6 2016 New or moved lighting panel ■ ■ 0, City of Tukwila `7 ���� nn CC''nnAAtt I ai'co ro73�per '2.��, Interior space is reconfigured - ■ luminaires unchanged or relocated New wiring or circuit - Forinteriorlighting, provide re occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7. New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automatic time switch controls per C405.2.2. Reconfigured interior space - Provide all required lighting controls that apply to a new interior space. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured ■ No changes are the interior or exterior systems and existing uses and configuration changed. Change of Space Use a change in space use are upgraded to C405.4.2(1) or C405.4.2(2). Code in Proposed Lighting Wattage ■ Existing interior lighting systems in areas under -going comply with LPAs for the new space types per Tables Identify interior spaces requiring LPD upgrade to the current table in LTG -INT -BLD or LTG -INT -SPACE form. lighting Summary, cont. LGT-SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over Project Title: Urban Interiors at Thomasville Date 8/4/2016 Interior Lighting System Description Interior Lighting Power Allowance Method • Building Area Method r• Space -by -space Method Select method used in project. Interior Lighting Controls F; All C405.2.1 - C405.2.8 Controls • C405.2 Exception 5 Luminaire Level Lighting Control (LLLC) • Additional Efficiency Package Option C406.4 Enhanced digital lighting controls To comply Kith C406.4, no less than 90% of the total installed interior lighting pover shall comply Kith required controls per C406.4. Dwelling Unit Interior Lighting Permanently installed interior lighting fixtures in dvi.elling units comply viith: • 0 C405.2 thru C405.5 Commercial Lighting Controls and LPA 0 C406.3 High Efficacy Lighting 0 Exterior Lighting System Description Interior Ighting - Space -By -Space Method LTG -INT -SPACE 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Ju Project Title: Urban Interiors at Thomasville Date 8/4/2016 Calculation Area NOTE 9 0 0 Addition - 0 Addition stand alone + existing 0 Spaces where < 50% of • 0 Spaces where>_ 50% of 0 luminaires are replaced luminaires are replaced For Building Department Use LPAStandard Calculation Type 0 Additional Efficiency Package Option 0 C406.3 Reduced Interior Lighting Power To comply with C406.3, the Proposed LPD shall be 25% lover than the Target LPA. Refer to C406.3 for additional requirements. Maximum Allowed Lighting WattageNOTE 1 61 Location (plan #, room #) Space Type Ceiling Hei htNOTE Gross Interior Area in f' Allowed Wattsper ft2 Watts Allowed (watts/ft2 x area) SHOWROOM Sales area Existing to Remain - 8' Track Light (4 fixtures @ 25W each; 12091 1.270 15356 CONFIGURATOR Sales area 17 813 1.270 1033 IDEA CENTER Sales area 32 607 1.270 771 PRESENTATION Classroom/lecture/training 700 100 1.000 100 SALES Sales area SALES AREA 125 1.270 159 OFFICE Office: Enclosed Existing to be Relocated - 4' Track Light (4 fixtures @ 25W each) 1086 0.890 967 STORAGE Storage room 12 760 0.500 380 RESTROOM Restroom: all other 120 2 0 0 0. 780 15 6 HALL Corridor: all other 151 0.530 80 BREAK ROOM Lounge/breakroom: all other 120 0.580 70 Lobby Art/Exhibit Display Allowance from LTG-INT-DISPLOTE a Total Area Retail Display _ 16053 LTG -INT -DISPLAY Allowed Watts Allowance from 19070 Proposed Lighting Wattage NOTE: Location (plan #, room #) Fixture DescriptionNOTE 4, 5, s Number of Fixtures Watts/ FixtureNOTE 7 Watts Proposed THROUGHOUT Existing to Remain- 2' x 4' Troffer Light (3 lamps @ 32W each) 61 96 5856 JANITOR Existing to Remain- 2' x 2' Troffer Light (3 lamps @ 32W each) 1 96 96 SALES AREA Existing to Remain - 8' Track Light (4 fixtures @ 25W each; 25 100 2500 SALES AREA Existing to Remain - 4' Track Light (4 fixtures @ 25W each) 17 100 1700 SALES AREA Existing to Remain - Recessed Can Light (1 fixture @ 32W 61 32 1952 SALES AREA NEW - Pendant Light (fixture TBD, 100W Max) 7 100 700 SALES AREA NEW - Downlight Wall Washer (fixture TBD, 100W Max) 3 100 300 SALES AREA Existing to be Relocated - 8' Track Light (4 fixtures @ 25W each) 28 10 0 2800 SALES AREA Existing to be Relocated - 4' Track Light (4 fixtures @ 25W each) 10 100 1000 SALES AREA ExistingW) to be Relocated - Recessed Can Light (1 fixture @ 32 12 32 384 STORAGE Existing to Remain - Hanging fixtures (2 x 8' tubes @ 60W) 4 120 480 Proposed Retail Display Lighting from LTG -INT -DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 17768 Interior Lighting Power Allowance COMPLIES Note 1 - List all unique space types per Table C405.4.2(2) that occur in the project scope. Select space type category per from drop down menu. Note 2 - Indicate ceiling height for atriums and spaces utilizing the ceiling height adjustment per Table C405.4.2(2), Footnotes d thru f. Note 3 - List all proposed lighting fixtures including exempt lighting equipment and existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 - For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing in fixture description. Note 7 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw-in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. For line voltage track/busway systems, enter the larger of the attached luminaire wattage or 50 watts/lineal foot, or enter the wattage limit of permanent current limiting device. Note 8 - Lobby Art/Exhibit Display Allowance is independent of the Maximum Allowed Lighting Wattage. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing building lighting systems to demonstrate compliance. Refer to C502.1. b. For alterations and building additions, provide Space Types and gross interior areas in the Maximum Allowed Lighting Wattage table. If a building addition will comply as combined with the overall existing building lighting systems, include all applicable existing Space Types and gross interior areas. c. If less than 50% of existing lighting fixtures will be replaced provide total existing lighting wattage (prior to alteration) in the space DEI !' DIBBLE ENGINEERS INC URBAN INTERIORS Prepared for Freiheit & Ho Architects Project # 16-286 July 26, 2016 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 6 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 5 2016 PERMIT CENTER GINEERS INC 1029 Market Street, Kirkland WA 980331425.828.42001 dibbleengineers.com DE \ DIBBLE ENGINEERS INC STRUCTURAL CALCULATIONS TABLE OF CONTENTS Urban Interiors; DEI Project #: 16-286 Design Criteria and Loads Structural Calculations o Canopy Connection o Footings o Interior Partition Walls 1-6 7-31 DEI DIBBLE ENGINEERS INC DESIGN CRITERIA AND LOADS Urban Interiors; DEI Project #: 16-286 1 r DEI DIBBLE ENGINEERS INC Design Criteria Project Name: Urban Interiors at Thomasville Project #: 16.286 Location: 5951 South 180th St., Tukwila, WA 98188 Building Code: 2015 IBC Permitting Authority: City of Tukwila Gravity Design Loads Roof Dead Load Roof Live Load Floor Dead Load Floor Live Load LL Reducible? Partition Load Composite Floor 15 20 15 •>:40 • nla nla Foundation Soil Bearing Press (assumed) psf psi psf 1500.`.: Pile Capacity nh Frost Depth 18 Snow psf psf psf Ground Snow Load p9 Importance Factor Is Snow Load pb.................. Snow Exposure Ce Thermal_Factor Cf • Seattle, at ground level 20 25... 1.00 - 1.00 psf tons inch Date: By: Concrete Footing: Slab -on -grade: Concrete Beams : rc h 4500 4500 60 60 n/a n/a Elevated Slabs: n/a n/a Concrete Columns: n/a nla Concrete Walls: Piles: n/a n/a nla ksi ksi ksi ksi ksi ksi ksi Structural Steel C -shapes: ASTM A36 TubelPipe: ASTM A500 GrB Fy 36 46 ksi ksi DEI it 4. DIBBLE ENGINEERS INC Design Criteria Project Name: Urban Interiors at Thomasville ..„.. Project #: 16-286 Location: 5951 South 180th St., Tukwila, WA 98188 Building Code: 2015 IBC Permitting Authority: City of Tukwila Lateral Wind: Basic Wind Speed V (3 -sec gust) Exposure Category 110 Importance Factor lw Internal Pressure Coefficient GCP, 1.00 Lateral Seismic: Site Class (Assumed) Ss Si SDS SDI 1.434 0.535 0.956 0.535 Importance Category Seismic Use Group.. Importance Factor Is Cs 1.00 0.15 Seismic Design Cat. Basic LFR System • mph 9 g Table 1604.5 Section 1616.2 Tables 1616.3(1) & 1616.3(2) Date: By: 1 - Bearing Wall System Light Frame Walls wl Shear Panels, Cold Formed Steel R 61/2 W' Cd :• 4 Analysis Procedure Simplifed ESR -2682 1 Most Widely Accepted and Trusted Page 7 of 15 TABLE 3A -ALLOWABLE ADHESIVE BOND TENSION LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT -FILLED CONCRETE MASONRY UNITS (POUNDS)1'2"•9•11'12.13 Anchor Diameter inches , or (inches), ) Rebar Size Embedment (inches)3 ( ) Load @ Ccr and scr Spacing4 Edge Distances Critical, s" (inches) Minimum, sm'n (inches) Load Reduction Factor at sm,n6 Critical, c" (inches) Minimum, cm'n (inches) Load Reduction Factor at cm,n6 3/8 or No. 3 33/8 1240 13.5 4 0.70 12 4 0.80 1/2 or No. 4 4'/2 2035 18 4 0.70 20 4 0.76 5/8 or No. 5 55/8 2840 22.5 4 . 0.50 20 4 0.71 3/4 or No. 6 63/4 3810 27 4 0.50 20 4 0.66 TABLE 3B -ALLOWABLE ADHESIVE BOND SHEAR LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT -FILLED CONCRETE MASONRY UNITS (POUNDS)4.2'1'8,8,1e,1,421" Anchor Diameter (inches) Embedment (inches)3 Load @ c�, and sin Spacing° Edge Distances Critical, Scr (inches) Minimum, sm,n (inches) Load Reduction Factor at sm'n Critical, CCr (inches) Minimum, Cmin (inches) Load Reduction Factor at cm,n6 Load Perpendicular to Edge Load Parallel to Edge 3/8 or No. 3 33/8 850 13.5 4 1.00 12 4 0.88 1.00 1/2 or No. 4 41/2 1495 18 4 1.00 12 4 0.49 1.00 5/8 or No. 5 55/8 C1� 22.5 4 0.50 20 4 0.40 0.78 3/4 or No. 6 63/4 4090 27 4 0.50 20 4 0.26 0.60 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa The following footnotes apply to both Tables 3A and 3B: ' All values are for anchors installed in fully grouted concrete masonry with minimum masonry strength of 1500 psi. Concrete masonry units must be light-, medium-, or normal -weight conforming to ASTM C90. Allowable loads have been calculated using a safety factor of 5. 2 Anchors may be installed in any location in the face of the masonry wall (cell, web, joints). Anchors are limited to one per masonry cell. 3 Embedment depth is measured from the outside face of the concrete masonry unit. ° The critical spacing, sir, is the anchor spacing where full load values in the table may be used. The minimum spacing, sr,;,„ is the minimum anchor spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of an adjacent anchor. s The critical edge distance, cu, is the edge distance where full load values in the table may be used. The minimum edge distance, Cmin, is the minimum edge distance for which values are available and installation is permitted. Edge distance is measured from the center of the anchor to the closest edge (See Figure 2). 6 Load reduction factors are multiplicative; both spacing and edge distance load reduction factors must be considered. ' Load values for anchors installed at less than sc, and cc, must be multiplied by the appropriate Toad reduction factor based on actual edge distance (c) or spacing (s). 8 Linear interpolation of load values between minimum spacing (sm;n) and critical spacing (sc,) and between minimum edge distance (cm;n) and critical edge distance (cu) is permitted. 9 Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: the 5/8 -inch- and the 3/4 - inch -diameter anchors and No.5 and No. 6 reinforcing bars may be installed in minimum nominally 8 -inch -thick concrete masonry. 70When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be increased for seismic or wind loading. When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased, or the alternative basic load combinations may be reduced according to Table 2. For the 2012 IBC, the allowable loads or load combinations must not be adjusted. "Allowable loads must be the lesser of the adjusted masonry or bond values tabulated above and the steel values given in Table 10. 12Tabulated allowable bond loads must be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 13For combined loading, see Section 4.1.2. E N 2' UNISTRUT P2230 Wt/100 pcs: 310 Lbs (140.6 kg) P2348 Wt/100 pcs: 274 Lbs (124.3 kg) 3 3/4" (95.3) 111.11 9 5/32' 01* (42.1) (41.3) (232.6) 1 21/32 1 5/8" 3 7/8" (98.4) P2453 Wt/100 pcs: 116 Lbs (52.6 kg) (49.2) 1 11/16" 3 1/8" .. (42.9) (79.4) Wing Shape Fittings and Post Bases P2245 3 3/4" (95.3) 1/0.111111111 (.i • Wt/100 pcs: 315 Lbs (142.9 kg) MI P1887 5 3/8" (136.5) 33/4" (95.3) Fitting notched for continuous vertical. 4 Holes 7/16" (11.1) Dia. 1 5/8" (41.3) Wt/100 pcs: 297 Lbs (134.8 kg) 1 5/8" (41.3) 3 1/i' (88.9) 5/8 s/8 5„ (15.9) \i (127.0) 5.. (127.0) P2941, P2942 WtJ100 pcs: 358 Lbs (162.4 kg) Ike 2" (50.8) P2941 3 1h" (88.9) 1" (25.4) 4 (101.6) 6' • (152.4) 1" 1" (25.4) (25.4) 1" (25.4) 2" (50.8) P2942 2 Holes 11/16 (17.5) Dia. Standard Dimensions for 15/e" (41 mm) width series channel fittings (Unless Otherwise Shown on Drawing) Hole Diameter: 9/16' (14.3mm); Hole Spacing - From End: 13/1x" (20.6 mm); Hole Spacing - On Center: 17N (47.6 mm); Width:1s/6"(41mm); Thickness: 1/4" (6.4mm) Track (T) Section Properties Section Deslgn ckness (in) Gross Propeities - Area.Weight Ix Sx - Rx ly (in) - (Iblft) ... (in) (in) e (in) (in) Ry Un)' Effective Prop. (331 sI) ..axe-..-Sxe Ma Vag (in) (in) '.(in -k) (Ib) Effective Prop (50 ksl) = Ixe Sxe Ma Vag (On) = (m) (fn-k)•(Ib). Jx1000 (On) -. Torsional Properties Cw Xo m (in) (in) (In) Ro (In) 6 3627200-33 0.0346 0.264 0.90 0.619 0.328 '' 1.532 0.110 0.645 0.464 0.190 ' 3.76 1024 • ` - - -` 0.105 0.269 -1.270 0.754 '' 2.092 0.631 362T200-43 0.0451 0.343 1.17 0.808 0.427 1.534 0.142 0.643 0.649 0.270 5.34 1739 - - - - 0.233 0.350 -1.265 0.752 2.090 0.633 3627200.54 0.0566 0.431 1.47 1.024 0.536 1.541 0.177 0.640 0.879 0.372 7.35 2480 0.832 0.345 10.34 3372 0.460 0.442 -1.259 0.748 2.091 0.637 362T200-68 0.0713 0.543 1.85 1.307 0.675 1.552 0.221 0.638 1.199 0.519 10.26 3104 1.138 0.480 14.37 4703 0.919 0.564 -1.250 0.743 2.093 0.643 3627200-97 0.1017 0.773 2.63 1.917 0.963 ''1.575 '0.308 0.631 1.915 0.867 ''17.14 :'4370 1.839 0.803 24.06 6622 2.666 0.825 -1.232 0.732 2.097 0.655 3627250-43 0.0451 0.389 1.32 0.966 0.510 1.577 0.260 0.818 0.713 0.282 5.56 1739 0.264 0.641 -1.702 0.990 2.460 0.521 362T250-54 0.0566 0.488 1.66 1.225 0.641 1.585 0.324 0.816 0.971 ` 0.389 7.69 2480 0.914 0.360 10.77 3372 0.521 0.812 -1.695 0.986 2.460 0.525 362T250-68 0.0713 0.614 2.09 1.565 0.808 1.597 0.406 0.813 1.337 0.546 10.79 3104 1.259 0.503 15.04 4703 1.040 1.038 -1.686 0.980 2.460 0.530 362T250-97 0.1017 0.875 2.98 2.300 1.155 1.621 0.570 0.807 2.180 0.928 18.34 4370 ` 2.070. 0.851 : 25.49 :: 6622 3.016 1.524 -1.667 - 0.969 2.461 0.541 400T125-18' 0.0188 0.122 0.41 0.297 0.144 1.560 0.017 0.374 0.241 0.072 1.42 153 - - • - 0.014 0.052 -0.637 0.400 1.726 0.864 4007125.27 0.0283 0.184 r'• 0.63 0.449 0.217 1.562 0.025 0.372 0.380 0.156 3.08 515 - - - - 0.049 0.078 -0.633 0.398 1.726 0.866 400T125-30 0.0312 0.203 0.69 0.495 0.239 1.562 0.028 0.371 0.427 0.176 3.49 689 - - - - 0.066 0.085 -0.632 0.397 1.726 0.866 4007125-33 0.0346 0.225 0.76 0.549 0.265 1.563 0.031 0.371 0.484 0,201 3.97 940 0.090 0.095 -0.630 0.396 1.725 0.867 4007125.43 0.0451 0.293 1.00 0.716 0.344 1.563 0.040 0.369 0.666 0.282 5.57 1739 - - - - 0.198 0.122 -0.626 0.394 1.724 0.868 4007125-54 0.0566 0.367 1.25 0.904 0.431 1.569 0.049 0.366 0.882 0.381 7.53 2739 0.849 0.359 10.74 3372 0.392 0.154 -0.621 0.390 1.727 0.871 4007125-68 0.0713 0.462 1.57 1.150 0.541 1.577 0.061 0.363 1.150 0.517 10.22 3435 1.134 0.488 14.62 5205 0.783 0.194 -0.614 0.386 1.731 0.874 4007125-97 0.1017 0.659 2.24 1.673 0.768 1.594 0.084 `,0.357 1.673 0.768 17.35 4842 1.673 0.768 ` 23 7337 2.271 0.28 -0.60 0.377 1.74 0.881 4007150-27 0.0283 0.198 0.67 0.509 0.246 1.602 0.042 0.461 0.409 0.154 3.04 515 - - - - 0.053 0.127 -0.824 0.509 1.860 0.804 400T150-30 0.0312 0.218 0.74 0.561 ' 0.271 1.603. 0.046 0.461 0.458 0.183 3.61 689 - - 0.071 0.140-0.823 0.508 1.859 0.804 400T150-33 0.0346 0.242 0.82 0.622 0.300 1.603 0.051 0.460 0.519 0.208 4.12 940 - - - - 0.097 0.155 -0.821 0.507 1.859 0.805 4007150-43 0.0451 0.315 1.07 0.811 0.390 1.604 .'0.066 0.458 0.719 0.293 5.80 1739 - - - - 0.214 0.200 =0.817 0.504 1.857 0.807 4007150-54 0.0566 0.396 1.35 1.025 0.489 1.610 0.082 0.456 0.960 0.399 7.89 2739 0.918 0.374 11.19 3372 0.422 0.252 -0.811 0.501 1.860 0.810 4007150-68 0.0713 0.498 1.69 1.306 0.615 1.619 `.0.102 0.453 1.286 0.548 10.82 3435 1.237 0.513 15.35 5205 0.844 0.320 -0.804 0.496 1.864 0.814 4007150.97 0.1017 0.710 2.41 1.903 0.874 1.638 0.141 0.447 1.903 0.874 17.27 4842 1.903 0.832 24.92 7337 2.447 0.463 -0.788 0.487 1.872 0.823 400T200-33 0.0346 0.277 0.94 0.768 0.371' 1.666 0.113 0.639 0.581 0.220 `>:4.34' 940 - ' - - - 0.110 0.336 -1.229 0.737 2.166 0.678 (4 1739 >'4007200-43 0.0451 0.360 1.23 1.002 0.482 1.668 0.146 0.637 0.811 0.311 - - - 0.244 0.436 -1.224 0.734 2.164 0.680 400T200-54 0.0566 0.452 1.54 1.268 0.604 1.675 0.182 0.635 1.093 0.426 8.42 ' 2739 1.037 `'0.397 11.88 3372 0.483 0.551 -1.217 0.730 2.165 0.684 4007200-68 0.0713 0.569 1.94 1.617 0.761 1.685 0.227 0.632 1.485 0.591 11.68 3435 1.412 0.549 16.42 5205 0.965 0.702 -1.209 0.725 2.168 0.689 400T200-97 0.1017 0.811 2.76 2.363 1.085 1.707 0.317 0.625 2.36 0.981 19.38 ':4842 2.268 0.911 27.28 7337 .2.797 1.022 -1.192 0.715 2.173 0.699 4007250-43 0.0451 0.406 1.38 1.193 0.573 1.715 0.268 0.813 0.888 0.324 6.40 1739 - - - - 0.275 0.799 -1.653 0.970 2.517 0.569 4007250-54 0.0566 0.509 1.73 1.511 0.720 ' 1.723 '•0.335 0.811. 1.205 0.445 8.80 2739 1.137 0.414 12.38 3372 0.543 1.011 -1.646 0.966 2.517 0.572 4007250-68 0.0713 0.641 2.18 1.928 0.908 1.735 0.418 0.808 1.652 0.622 12.28 3435 1.559 0.574 17.19 5205 1.086 1.289 -1.637 0.961 2.518 0.578 400T250-97 0.1017 0.913 3.11 2.824 1.296 :1.759 ..0.588 0.802 2.679 1.049 20.72 4842 2.546 0.965 28.89 7337 3.148 1.886 -1.618 0.950 2.521 0.588 5507125-18'3 0.0188 0.150 0.51 0.627 0.223 2.044 0.018 0.349 - - - - - - - - 0.018 0.108 -0.547 0.354 2.144 0.935 5507125-27 0.0283 0.226 0.77 0.948 0.336 2.046 0.027 0.348 0.786 0.192 3.79 372 - 0.060 0.160 -0.543 0.352 2.145 0.936 5507125.30 0.0312 0.250 0.85 1.045 0.370 2.046 0.030 0.347 0.897 0.226 4.47 499 - - - - 0.081 0.176 -0.542 0.351 2.145 0.936 5507125-33 0.0346 0.277 0.94 1.159 0.410 2.046 0.033 0.346 1.029 ' 0.270 5.33 680 - - - 0.110 0.195 -0.541 0.350 2.145 0.936 5507125-43 0.0451 0.360 1.23 1.510 0.533 2.047 0.043 0.344 1.428 0.416 8.23 1504 - - - 0.244 0.252 -0.537 0.348 2.144 0.937 5507125-54 0.0566 0.452 1.54 1.903 0.668 2.052 0.053 0.342 1.862 0.597 11.80 2739 1.811 0.535 16.01 2980 0.483 0.315 -0.532 0.345 2.147 0.939 5507125.68 0.0713 0.569 1.94 2.412 0.839 2.058 0.066 0.339 2.412 0.807 15.95 4347 2.379 0.769 23.02 5350 0.965 0.397 -0.526 0.341 2.152 0.940 5507125-97 0.1017 0.811 2.76 3.483 1.19 2.072 0.09 0.333 3.483 1.19 26.87-6730 3.483 1.19 35.62 10197 2.797 0.564 -0.514 0.333 2.161 0.943 5507150-27 0.0283 0.241 0.82 1.059 0.376 2.098 0.046 0.436 0.893 0.207 4.10 372 - - - - 0.064 0.263 -0.716 0.456 2.259 0.900 5507150-30 0.0312 0.265 0.90 1.168 0.414 '2.098 0.050 0.435 0.995 0.251 4.96 499 - - 0.086 0.289 -0.715 0.455 2.259 0.900 5507150-33 0.0346 0.294 1.00 1.295 0.459 2.099 0.055 0.434 1.115 0.310 6.12 680 - - - - 0.117 0.320 -0.714 0.455 2.259 0.900 5507150-43 0.0451 0.383 1.30 1.688 0.596 2.099 0.072 0.432 1.516 0.468 9.25 1504 - - - - 0.260 0.414 -0.709 0.452 2.258 0.901 5507150-54 0.0566 0.480 1.63 2.128 0.747 2.105 0.089 0.430 2.005 0.628 12.41 2739 1.928 0.595 17.81 2980 0.513 0.519 -0.704 0.449 2.261 0.903 550T150-68 0.0713 0.605 2.06 2.699 0.939 2.112 0.110 0.427 2.660 0.850 16.80 4347 2.569 0.804 24.07 5350 1.025 0.655 -0.698 0.445 2.265 0.905 5507150-97 0.1017 0.862 2.93 3.904 1.333 2.128 0.153 0.421 3.904 1.333 26.35 6730 3.904 1.278 38.27 10197 2.973 0.937 -0.684 0.436 2.275 0.909 5507200-33 0.0346 0.329 '1.12 1.567 0.555 2.184 0.123 0.613 1.246 0.307 6.06 680 - - - - 0.131 0.694 -1.088 0.674 2.516 0.813 5507200.43 0.0451 0.428 1.46 2.043 0.722 2.185 0.160 0.611 1.690 0.495 9.79 1504 - - - - 0.290 0.900 -1.083 0.671 2.514 0.814 5507200-54 0.0566 0.537 1.83 2.578 0.905 2.191 0.199 0.609 2.253 0.669 13.21 2739 2.153 0.630 18.86 2980 0.573 1.133 -1.077 0.668 2.517 0.817 5507200.68 0.0713 0.676 2.30 3.274 1.139 2.200 0.248 0.606 3.027 0.914 18.06 4347 2.894 0.857 25.67 5350 1.146 1.434 -1.070 0.663 2.521 0.820 5507200-97 0.1017 0.964 3.28 4.746 1:621 2.219 ''0.347 0.6 4.735 1.483 29.3 6730 4.566 1.391 41.64 10197 3.323 2.067 -1.055 0.653 2.529 0.826 5507250-43 0.0451 0.473 1.61 2.399 0.848 2.252 0.295 0.790 1.841 0.516 10.20 1504 - - - - 0.321 1.643 -1.484 0.899 2.810 0.721 550T250-54 0.0566 0.594 2.02 3.029 1.063 2.259 0.368 0.788 2.466 0.699 13.81 2739 2.346 0.657 19.66 2980 0.634 2.070 -1.478 0.895 2.812 0.724 5507250.68 0.0713 0.748 2.54 3.849 1.339 2.269 0.460 0.785 3.338 0.960 18,97 4347 3.173 0.897 26.86 5350 1.267 2.627 -1.470 0.890 2.815 0.727 5507250-97 0.1017 1.066 3.63 5.588 1.908 2.290 0.646 0.779 5.314 1.580 ' 31.23 6730 5.073 1.470 44.01 10197 3.674 3.801 -1.453 0.880 2.822 0.735 6007125-181.3 0.0188 0.160 0.54 0.776 0.254 2.204 0.019 0.342 - - - - - 0.019 0.132 -0.528. 0.347 2.292 0.947 6007125-27' 0.0283 0.241 0.82 1.168 0.381 , 2.204 0.028 0.340 0.958 0.210 4.16 341 - - - 0.064 0.196 -0.519 0.339 2.290 0.949 6007125-30 0.0312 0.265 0.90 1.288 0.419 2.204 0.031 0.340 1.095 0.249 4.92 456 - - - - 0.086 0.215 -0.518 0.338 2.289 0.949 6007125-33 0.0346 0.294 1.00 1.428 0.465 2.204 0.034 0.339 1.258 0.297 5.87 622 - 0.117 0.238 -0.516 0.337 2.289 0.949 6007125-43 0.0451 0.383 1.30 1.861 0.604 2.205 0.044 0.337 1.768 0.461 9.11 1377 - • - - 0.260 0.307 -0.513 0.335 2.288 0.950 600T125-54 0.0566 0.480 1.63 2.344 0.756 2.209 0.054 0.335 2.299 0.666 13.15 2728 2.241 0.592 17.73 2728 0.513 0.384 -0.508 0.332 2.291 0.951 6007125-68 0.0713 0.605 2.06 2.969 0.950 2.215 0.067 0.332 2.969 0.916 18.09 4347 2.934 0.858 25.69 5350 1.025 0.483 -0.503 0.329 2.296 0.952 6007125-97 0.1017 0.862 2.93 4.281 1.347 2.228 0.092 0.326 4.281 1.347 30.432 '•7359 4.281 1.347 40.33 10885 2.973 0.685 -0.491 0.321 2.305 0.955 6007125-118 0.1242 1.052 3.58 5.268 1.637 2.237 0.109 0.322 - • - - 5.268 1.637 56.32 13539 5.411 0.832 -0.483 0.315 2.311 0.956 6007150-27' 0.0283 0.255 0.87 1.300 0.424 2.260 0.047 0.427 1.011 0.214 4.23 341 - - '0.068 0.320 -0.686 0.441 2.400 0.918 6007150.30 0.0312 0.281 0.96 1.434 0.467 2.260 0.051 0.427 1.159 0.253 5.01 456 - - - - 0.091 0.352 -0.685 0.440 2.400 0.918 6007150-33 0.0346 0.311 1.06 1.590 0.517 2.260 0.057 0.426 1.334 0.303 5.99 622 - - - 0.124 0.390 -0.684 0.439 2.399 0.919 'Web height -to -thickness ratio exceeds 200. Web stiffeners are requited at all support points and concentrated loads. 'A//owable moment includes cold work of forming. Where web height -to -thickness ratio exceeds 260 or flange width -to -thickness ratio exceeds 60, effective properties are not calculated. See AISI S100 Section E31. Application of these products in a non -composite design shall be approved by a design professional. See Table Notes on page .15. /VULCRAFT v 1.5 B, BI, BA, BIA, BSV Maximum Sheet Length 42'-0 Extra charge for lengths under 6'-0 ICC ER -3415 FM Global Approved2 T6"1 Interlocking side lap is not drawn t0 show actual detail. 30' OR 36° 1. JG‘, 1 Moir r I w. r.°°.�� Absorption Coefficient Noise Reduction C rent' Deckthickness bPe Design in. psf Section Properties V. lbs/fl Fy ksi Ip SP In S. in°/fl in3/fl in4/ft in3/ft B24 B22 0.0239 0.0295 1.46 1.78 0.107 0.155 0.120 0.186 0.135 0.183. 0.131 0.192 2634 1818 60 33 B20 B19 0.0358 0.0418 2.14 2.49 0.201 0.246 0.234 0.277 0.222 0.260 0.247 0.289 2193 2546 33 33 B18 816 0.0474 0.0598 2.82 3.54 0.289 0.373 0.318 0.408 0.295 0.373 0.327 0.411 2870 3578 33 33 128 / 267 B19 MATION Deck Absorption Coefficient Noise Reduction C rent' 25 250 Spans 002 00 000 1.5BAY1 5BIA ' 11 ` .18 I 566 100 1 120.610 140.33T 0.60 ' Source: Riverbank Acoustical Laboratories. Test was conducted with 1.50 pcf fiberglass batts and 2 inch potyisocyanurate foam insulation for the SDI. VERTICAL LOADS FOR TYPE 1.56 Type B (wide rib) deck provides excellent structural load carrying capacity per pound of steel utilized, and its nestable design eliminates the need for die -set ends. V or more rigid insulation is required for Type B deck. Acoustical deck (Type BA, BIA) is particularly suitable in structures such as auditoriums, schools, and theatres where sound control is desirable. Acoustic perforations are located in the vertical webs where the load carrying properties are negligibly affected (less than 5%). Inert, non-organic glass fiber sound absorbing batts are placed in the rib openings to absorb up to 60% of the sound striking the deck. Batts are field installed and may require separation. No. of Deck Max. SDI Const. 5-0 Spans Type Span B24 4'-8 115 / 56 98 / 81 B22 5-7 1 B20 6'-5 123 / 105 / 129 819 7-1 146 ->_-� B18 7'-8 168 / 152 215 / 196 B16 5-8 B24 5'-10 124 / 153 / 213 B22 6'-11 100 2 B20 7'-9 128 / 267 B19 8'-5 150 / 320 B18 9'-1 169 / 369 213 / 471 B16 10'-3 . B24 5-10 154 / 120 / 167 B22 6'-11 124 3 B20 7'-9 159 / 209 186 / 250 B19 8'-5 B18 9'-1 210 / 289 10'-3 264 / 369 B16 Notes: 1. 2. 5-6 95/42 81/61 Allowable Total (PSF) I Load Causing Deflection of U240 or 1 inch (PSF) Span (ft. -in.) ctr to ctr of supports 6-0 6-6 7-0 7-6 8-0 8-6 9-0 102 / 79 121/97 138/114 178/147 103 / 115 83 / 160 106 / 201 124 / 240 140 / 277 176 / 354 128/90 103 / 126 132/157 80 / 32 68/47 86/61 68 / 26 58 137 59/20 50 / 30 51/17 44 / 24 45/14 38 / 20 40/11 34117 35/10 30 / 14 101/75 116 / 88 73 / 48 86 / 59 63/38 74/47 55/31 65 / 38 48/26 57/31 43/21 51/26 38 / 18 45/22 9-6 32/8 27/12 34/15 40/19 10-0 29/7 25/10 149/ 113 86/88 70/124 99 / 69 127/89 85 / 55 110 / 71 74/45 96 / 58 X15 / 37J 84 / 48 58/31 74/40 52/26 66 / 34 74 / 70 59/97 64/56 51 / 78 56/45 45163 49/37 39 / 52 43/31 35/43 39 / 26 31/37 46 / 22 60/29 35 / 22 28/31 89/155 104/185 118 / 213 149 / 273 76 / 122 89/145 101 / 168 127 / 214 66/97 77 / 116 87/134 110/172 57 / 79 67/95 76/109 95/140 51 / 65 59/78 67/90 84/ 115 45 / 54 52/65 59 / 75 74/96 40/46 47/55 53 / 63 66/81 36 / 39 42/47 48 / 54 154/188 174/217 219 / 277 108 / 69 87 / 97 92/ 55 74/76 79/44 64/61 69 / 35 56 / 50 61/29 49/41 54 / 24 43/34 48/21 39 / 29 60169 43/17 111 / 121 130 / 145 147/ 167 185 / 214 95 / 95 111 / 114 126/132 158/168 82/76 96/91 108 / 105 136 / 135 72/62 84174 95 186 119 / 109 63/51 74161 83/71 105/90 56/43 65/51 74 / 59 93175 50/36 58/43 66 / 50 83/63 35/24 45/31 52/37 59/42 74/54 31/13 36/16 42/19 54 / 24 31 / 19 25 / 27 32/33 38/40 43/46 54159 39/15 31/21 40/26 47/31 54 / 36 67/46 Minimum exterior bearing length required is 1.50 inches. If these minimum lengths are not provided, web crippling must be checked. FM Global approved numbers and spans available on page 21. DEI tDIBBLE ENGINEERS INC STRUCTURAL CALCULATIONS Urban Interiors; DEI Project #: 16-286 AdONVO 03WvN31331S IIddOS 1H13W E)'. CIA AuAI, i 6 5015 i fry 1 r.. DEi ;tea 11 DIBBLE ENGINEERS INC PROJECT NAME PROJECT SUBJECT 1= Oc , Z' tom' k 111 V-17 tYC 9 5 ci S �6 1s(z t.` /b SHEET DATE BY fr44 Cc):)! , �t 0 o -lc1 ; Steel Beam Lic. # : KW -06006102 Description : Cant Channel CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties , Analysis Method ; Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending File = C:1UserslkumlautlDOCUME-11ENERCA-11URBANI-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Licensee : DIBBLE ENGINEERS INC. Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi D(0.030;(0.050) D(0.62) S(0.77) Span =2.011 C12x20.7 Span = 6.011 C12x20.7 Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft Load(s) for Span Number 2 Point Load: D = 0,620, S = 0.770kA6.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Service Toads entered. Load Factors will be applied for calculations. Design 0 0.221: 1 C12x20.7 10.153 k -ft 45.988 k -ft Load Combination +D+S+H Location of maximum on span 2,000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.039 in Ratio = 0.000 in Ratio = 0.072 in Ratio = -0.001 in Ratio = 3,653 >=240. 0 <240.0 1993 >=180 19998 >=180 0.118 : 1 C12x20.7 5.177 k 43.769 k +D+S+H 2.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 2.00 ft 1 0.101 0.054 Dsgn. L = 6.00 ft 2 0.101 0.021 +D+L+H Dsgn. L = 2.00 ft 1 0.101 0.054 Dsgn. L = 6.00 ft 2 0.101 0.021 +D+Lr+H Dsgn. L = 2.00 ft 1 0.101 0.054 Dsgn. L = 6.00 ft 2 0.101 0.021 +D+S+H Dsgn. L = 2.00 ft 1 0.221 0.118 Dsgn. L = 6.00 ft 2 0.221 0.046 +D+0.750Lr+0.750L+H Dsgn. L = 2.00 ft 1 0.101 0.054 Dsgn. L = 6.00 ft 2 0.101 0.021 +D+0.750L+0.750S+H Dsgn. L = 2.00 ft 1 0.191 0.102 Dsgn. L = 6.00 ft 2 0.191 0.039 +D+0.60W+H Dsgn. L = 2.00 ft 1 0.101 0.054 Dsgn. L = 6.00 ft 2 0.101 0.021 -4.63 4.63 76.80 45.99 1.00 1.00 2.37 73.09 43.77 -4.63 4.63 76.80 45.99 1.00 1.00 0.92 73.09 43.77 -4.63 4,63 76.80 45.99 1.00 1.00 2.37 73.09 43.77 -4.63 4.63 76.80 45.99 1.00 1.00 0.92 73.09 43.77 -4.63 4.63 76.80 45.99 1.00 1.00 2.37 73.09 43.77 .4.63 4.63 76.80 45.99 1.00 1.00 0.92 73.09 43.77 -10.15 10.15 76.80 45.99 1.00 1.00 5.18 73.09 43.77 -10.15 10.15 76.80 45.99 1.00 1.00 1.99 73.09 43.77 -4.63 4.63 76.80 45.99 1.00 1.00 2.37 73.09 43.77 -4.63 4.63 76.80 45.99 1.00 1.00 0.92 73.09 43.77 -8.77 8.77 76.80 45.99 1.00 1.00 4.47 73.09 43.77 -8.77 8.77 76.80 45.99 1.00 1.00 1.73 73.09 43.77 -4.63 4.63 76.80 45.99 1.00 1.00 2.37 73.09 43.77 -4.63 4.63 76.80 45.99 1.00 1.00 0.92 73.09 43.77 Steel. Beam Lic. # : KW -06006102 Description : Cant. Channel Load Combination M V Segment Length Span # Dsgn. L = 2.00 ft 1 0,101 0.054 Dsgn. L = 6.00 ft 2 0.101 0.021 +D+0.750Lr+0.750L+0.450W+1-1 Dsgn. L = 2.00 ft 1 0.101 0.054 Dsgn. L = 6.00 ft 2 0.101 0.0214 +D+0.750L+0.750S+0.450W+H Dsgn. L = 2.00 ft 2 0.191 1 0.191 0.102 Dsgn. L = 6.00 ft 0.039 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 2.00 ft 2 0.191 1 0.191 0.102 Dsgn. L = 6.00 ft 0.039 +0.60D+0.60W+0,60H 1 0.060 Dsgn. L = 2.00 ft 2 0.060 Dsgn. L = 6.00 ft +0.60D+0.70E+0.60H 1 0.060 Dsgn L - 2.00 ft Max Stress Ratios 0.032 0.013 0.032 Dsgn. L = 6.00 ft 2 0.060 0.013 Overall Maximum Deflections Load Combination Span 1 2 +D+S+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+ 0.750L+0.750S+H +D+0.60W+H +D+0.70E41 +D+0.750Lr+0.750L+0.450W+H +D+ 0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 1 -4.976 -1.359 -2.266 -2.266 -2.266 -4.976 -2.266 -4.298 -2.266 -2.266 -2.266 -4.298 -4.298 -1.359 -1.359 -2.266 File C1Users*umlauhDOCUME 11ENERCA 11URBANI 1EC6 ENERCALC INC. 1983-2016, Budd 6.16.6.7, Ver616.6.7 Licensee : DIBBLE ENGINEERS INC. Summary of Moment Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega -4.63 4.63 76.80 45.99 1.00 1.00 0.92 73.09 43.77 -4.63 4.63 76.80 45:99 1.00 1.00 0.92 73.09 43.77 Summary of Shear Values -4.63 4.63 76.80 -8.77 8.77 76.80 45.99 1.00 1.00 1.73 73.09 43.77 -8.77 8.77 76.80 45.99 1.00 1.00 4.47 73.09 43.77 -8.77 8.77 76.80 45.99 1.00 1.00 1.73 73.09 43.77 -2.7878 2.78 76.80 45.99 1.00 1.00 0.55 73.09 43.77 -2.72.78 8 2.78 76.80 45.99 1.00 1.00 0.55 73.09 43.77 Max. "+ Defl Location in Span Max. " " Defl Location in Span 0.0000 0.0723 Load Combination 0.000 +D+S+H 6.000 Support notation : Far left is #1 Support 2 Support 3 7.171 1.975 3.291 3.291 3.291 7.171 3.291 6.201 3.291 3.291 3.291 6.201 6.201 1.975 1.975 3.291 -2.710 3.880 -0.0012 0.0000 Values in KIPS 1.160 1.160 Steel Beam Lic. # : KW -06006102 Description : Ext, Channel CODE REFERENCES File = C:\Userslkumlaut\DOCUME-11ENERCA :,11URBANI -1.EC6 ENERCALC, INC.1983-2016, Build.6,16.6.7, Vec6.16.6.7 Licensee : DIBBLE ENGINEERS INC. Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi 0(0,06) 5(0,1) C12x20.7 Applied Loads ' Beam self weight calculated and added to loading Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Service Toads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.115: 1 C12x20.7 5.308 k -ft 45.988 k -ft +D+S+H 7.665ft Span # 1 0.033 in 0.000 in 0.060 in 0.000 in Maximum Shear Stress Ratio =- Section Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 5,512 >=240. 0 <240.0 3051 >=180 0 <180 Design OK 0.032: 1 C12x20.7 1.385 k 43.769 k +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +D+L+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +D+Lr+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +D+S+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +D+0.750Lr+0.750L+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +D+0.750L+0.750S+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +0+0.60W+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +D+0,70E+H Dsgn. L = 15.29 ft Dsgn. L = 0.04 ft +040.750Lr+0.7501+0.450W+H 1 0.052 0.014 2.37 1 0.001 0.014 0.03 1 0.052 0.014 2.37 1 0.001 0.014 0.03 1 0.052 0.014 2.37 1 0.001 0.014 0.03 1 0.115 0.032 5.31 1 0.001 0.032 0.06 1 0.052 0.014 2.37 1 0.001 0.014 0.03 1 0.099 0.027 4.57 1 0.001 0.027 0.05 1 0.052 0.014 2.37 1 0.001 0.014 0.03 1 0.052 0.014 2.37 1 0.001 0.014 0.03 2,37 76.80 45.99 1.00 1.00 0.62 73.09 43.77 0.03 76.80 45.99 1.00 1.00 0.62 73.09 43.77 2.37 76.80 45.99 1.00 1.00 0.62 73.09 43.77 0.03 76.80 45.99 1.00 1.00 0.62 73.09 43.77 2.37 76.80 45.99 1.00 1.00 0.62 73.09 43.77 0.03 76.80 45.99 1.00 1.00 0.62 73.09 43.77 5.31 76.80 45.99 1.00 1.00 1.39 73.09 43.77 0.06 76.80 45.99 1.00 1.00 1.39 73.09 43.77 2.37 76.80 45.99 1.00 1.00 0.62 73.09 43.77 0.03 76.80 45.99 1.00 1.00 0.62 73.09 43.77 4.57 76.80 45.99 1.00 1.00 1.19 73.09 43.77 0.05 76.80 45.99 1.00 1.00 1.19 73.09 43.77 2.37 76.80 45.99 1.00 1.00 0.62 73.09 43.77 0.03 76.80 45.99 1.00 1.00 0.62 73.09 43.77 2.37 76.80 45.99 1.00 1.00 0.62 73.09 43.77 0.03 76.80 45.99 1.00 1.00 0.62 73.09 43.77 12 Steel Beam Lic. # : KW -06006102 Description : Ext. Channel Load Combination Segment Length Span # Max Stress Ratios M V File C.1Use slkumlauf DOCUME-i1ENERCA-11URBANI 1 EC6 ENERCALC, INC;:1983 2016; Build: 6.16.6:7, Ver.6.16.6.7 Licensee : DIBBLE ENGINEERS INC. Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma Max Mnx. MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.29 ft 1 0.052 0.014 Dsgn. L = 0.04 ft 1 0.001 0.014 +D+0.750L+0.750S+0.450W+H Dsgn. L = 15.29 ft 1 0.099 0.027 4.57 Dsgn. L = 0.04 ft 1 0.001 0.027 0.05 +0+0.750L+0.750S+0.5250E41 Dsgn. L = 15.29 ft 1 0.099 0.027 4.57 Dsgn. L = 0.04 ft 1 0.001 0.027 0.05 +0.60D+0.60W+0.60H Dsgn. L = 15.29 ft 1 0.031 0.008- 1.42 Dsgn. L = 0.04 ft 1 0.000 0.008 0.02 +0.60D+0.70E+0.60H Dsgn. L = 15.29 ft 1 0.031 0.008 Dsgn. L = 0.04 ft 1 0.000 0.008 Overall Maximum Deflections 2.37 2.37 76.80 45.99 1.00 1.00 0.62 73.09 43.77 0.03 0.03 76.80 45.99 1.00 1.00 0.62 73.09 43.77 4.57 76.80 45.99 1.00 1.00 1.19 73.09 43.77 0.05 76.80 45.99 1.00 1.00 1.19 73.09 43.77 4.57 76.80 45.99 1.00 1.00 1.19 73.09 43.77 0.05 76.80 45.99 1.00 1.00 1.19 73.09 43.77 1.42 76.80 45.99 1.00 1.00 0.37 73.09 43.77 0.02 76.80 45.99 1.00 1,00 0.37 73.09 43.77 1.42 1.42 76.80 45.99 1.00 1.00 0.37 73.09 43.77 0.02 0.02 76.80 45.99 1,00 1.00 0.37 73.09 43.77 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H Vertical Reactions Load Combination 1 0.0603 7.709 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+11 +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.385 0.371 0.619 0.619 0.619 1.385 0.619 1.193 0.619 0.619 0.619 1.193 1.193 0.371 0.371 0.619 0.767 1.385 0.371 0.619 0.619 0.619 1.385 0.619 1.193 0.619 0.619 0.619 1.193 1.193 0.371 0.371 0.619 0.767 Steel Beam Lic. # : KW -06006102 Description : Joists CODE REFERENCES File = C:\UserslkumlaunDOCUME-1\ENERCA-1\URBANh1.EC6 ENERCALC, INC. 1983-2016,8uild:6.16.6.7, Ver.6.16.6.7 Licensee : DIBBLE ENGINEERS INC. Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.060) S(0.10) Fy : Steel Yield : E: Modulus ; 46.0 ksi 29,000.0 ksi 1' • Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, DESIGN Span =8.0 ft HSS6x2x1/4 Service loads entered. Load Factors will be applied for calculations. Tributary Width = 4.0 ft Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.103: 1 HSS6x2x1/4 1.378 k -ft 13.405 k -ft +D+S+H 4.000 ft Span # 1 0.024 in 0.000 in 0.042 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 3,939 >=240. 0 <240.0 2287 >=180 0 <180 Design OK 0.017 : 1 HSS6x2x1/4 0.6888 k 40.826 k +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 8.00 ft 1 +D+L+H Dsgn. L = 8.00 ft 1 +D+Lr+H Dsgn. L = 8.00 ft 1 +D+S+H Dsgn. L = 8.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 8.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 8.00 ft 1 +D+0.60W+H Dsgn. L = 8.00 ft 1 +D+0.70E+H Dsgn. L = 8.00 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 8.00 ft 1 +0+0.750L+0.7505+0.450W+H Dsgn. L = 8.00 ft 1 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 8.00 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 8.00 ft 1 0.043 0.007 0.58 0.043 0.007 0.58 0.043 0.007 0.58 0.103 0.017 1.38 0.043 0.007 0.58 0.088 0.014 1.18 0.043 0.007 0.58 0.043 0.007 0.58 0.043 0.007 0.58 0.088 0.014 1.18 0.088 0.014 1.18 0.026 0.004 0.35 0.58 22.39 13.41 1.00 1.00 0.29 68.18 40.83 0.58 22.39 13.41 1.00 1.00 0.29 68,18 40.83 0.58 22.39 13.41 1.00 1.00 0.29 68.18 40.83 1.38 22.39 13.41 1.00 1.00 0.69 68.18 40.83 0.58 22.39 13.41 1.00 1.00 0.29 68.18 40.83 1.18 22.39 13.41 1.00 1.00 0.59 68.18 40.83 0.58 22.39 13.41 1.00 1.00 0.29 68.18 40.83 0.58 22.39 13.41 1.00 1.00 0.29 68.18 40.83 0.58 22.39 13.41 1.00 1.00 0.29 68.18 40.83 1.18 22.39 13.41 1.00 1.00 0.59 68.18 40.83 1.18 22.39 13.41 1.00 1.00 0.59 68.18 40.83 0.35 22.39 13.41 1.00 1.00 0.17 68.18 40.83 Steel Beam File = C:1Userslkumlauf\DOCUME-11ENERCA-1IURBANI--1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Lic. # : KW -06006102 Licensee : DIBBLE ENGINEERS INC. Description Load Combination Joists Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn. L = 8.00 ft 1 0.026 0.004 0.35 0.35 22.39 13.41 1.00 1.00 0.17 68.18 40.83 Overall Maximum Deflections Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 Vertical Reactions 0,0420 4.023 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.689 0.689 Overall MINimum 0.173 0.173 +D+H 0.289 0.289 +D+L+H 0.289 0.289 +D+Lr+H 0.289 0.289 +D+S+H 0.689 0.689 +D+0.750Lr+0.750L+H 0.289 0.289 +D+0.750L+0.750S+H 0.589 0.589 +D+0.60W+H 0.289 0.289 4040.70E41 0.289 0.289 +D+0.750Lr+0.750L+0.450W+H 0.289 0.289 +D+0.750L+0.750S+0.450W+H 0.589 0.589 +D+0.750L+0.750S+0.5250E+H 0.589 0.589 +0.60D+0.60W+0.60H 0.173 0.173 +0,60D+0.70E+0.60H 0.173 0.173 D Only - 0.289 0.289 Lr Only L Only S Only 0.400 0.400 W Only E Only H Only DIBBLE ENGINEERS, INC $.fes! .I( j PYoe�r Proect Subject Subject A �� 4�f Cees Project No.x, 1667 Sheet No. Date By 455 (ouoil ue 3 ud Li C 4S (z»(/I �r v✓ ; wNt(. tx cook e AAAX fyi'A r 11l k' • MJ),) (3) e -Aga, 51 (0A/ ic t sof✓ tvAtt DESA tk) ,(15 )171S ie ;" )(i)* 163 tri‘,k 1/1 Us 17-t"t3 r3,>[.r O () I DIBBLE ENGINEERS, I NC Project No. Sheet No. f6 Project Date Subject By nytt L.EO&E R o6. MD/AEA/I- 4 9 94 04 (5 l4 LI) PLC 3al�c _11. LC? (y ) ov 6-C(.4- /14 19/Nof ygy�/ `l .- ( /sic G(f s C iMS"fig ton � �� Ji.4 oUJb'�/�✓ AA''�� tt,, W�� \DGS ANS V5 iC " 0 /7,„ item Utiq- Sea A/ Ls 5 ft( f • Steel Column Lic. # : KW -06006102 Description : Column Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus HSS6x6x1 /4 Allowable Strength 36.0 ksi 29,000.0 ksi Applied Loads Column self weight included : 294.810 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 15.50 ft, Yecc = 8.0 in, D = 3.290, S = 3.880 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Va : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0,750L+0.450W+H +D+0.750L+0,750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W40.60H +0.60D+0.70E+0.60H Maximum Reactions Load Combination r? File = J:12016 Projects116-286 Urban Interiors at ThomasvillelCalculaionslurban interiors.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6,16.6.7 Licensee : DIBBLE ENGINEERS INC. Overall Column Height 15.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling =15.50 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 15.50 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.2821 :1 +D+S+H 15.396 ft 7.465 k 80.996 k 4.748 k -ft 20.120 k -ft 0.0 k -ft 20.120 k -ft 0.009652 : 1 +D+S+H 0.0 ft 0.3084 k 31.951 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.1548 in at for load combination :+D+S+H Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.3084 k 0.3084 k 9.050ft above base 0.0ft above base Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.130 PASS 15.40 ft 0.130 PASS 15.40 ft 0.130 PASS 15.40 ft 0.282 PASS 15.40 ft 0.130 PASS 15.40 ft 0.244 PASS 15.40 ft 0.130 PASS 15.40 ft 0.130 PASS 15.40 ft 0.130 PASS 15.40 ft 0.244 PASS 15.40 ft 0.244 PASS 15.40 ft 0.078 PASS 15.40 ft 0.078 PASS 15.40 ft Maximum Stress Ratio 0.004 0.004 0.004 0.010 0.004 0.008 0.004 0.004 0.004 0.008 0.008 0.003 0.003 X -X Axis Reaction @ Base @ Top +D+H Y -Y Axis Reaction @ Base @ Top Shear Ratios Status Location PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. Axial Reaction @ Base k -0.142 -0.142 k 3.585 k Steel Column Lic. # : KW -06006102 Description : Column Maximum Reactions -_ File = J:12016 Protects116.286 Urban Interiors at Thomasville\Calculationslurban intenors.ec6 ENERCALC, INC. 1983-2016, Build:6.16.67, Ver:6:16.6.7 ::. Licensee : DIBBLE ENGINEERS INC. Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Axial Reaction @ Base +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+11 +D+0.750L+0.750S+H +D+0.60W+}{ +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0,5250E41 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations k -0.142 -0.142 k k -0.142 -0.142 k k -0.308 -0.308 k k -0.142 -0.142 k k -0.267 -0.267 k k -0.142 -0.142 k k -0.142 -0.142 k k -0.142 -0.142 k k -0.267 -0.267 k k -0.267 -0.267 k k -0.085 -0.085 k k -0.085 -0.085 k k -0.142 -0.142 k k k k k k -0.167 -0.167 k k k k k k k 3.585 k 3.585 k 7.465 k 3.585 k 6.495 k 3.585 k 3.585 k 3.585 k 6.495 k 6.495 k 2.151 k 2.151 k 3.585 k k k 3.880 k k k k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E+1-1 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0:000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.071 in 9.050 ft 0.071 in 9.050 ft 0.071 in 9.050 ft 0.155 in 9.050 ft 0.071 in 9.050 ft 0.134 in 9.050 ft 0.071 in 9.050 ft 0.071 in 9.050 ft 0.071 in 9.050 ft 0.134 in 9.050 ft 0.134 in 9.050 ft 0.043 in 9.050 ft 0.043 in 9.050 ft 0.071 in 9.050 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.084 in 9.050 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Steel Column Description : Column Steel Section Properties HSS6x6x114 File = J:12016 Projects116-286 Urban Interiors at ThomasvillelCalcula6onslurban intenors.ec6 • ENERCALC, INC.1983.2016, Build:6.16.6.7, Ver:6.16.6.7 Licensee DIBBLE ENGINEERS INC. Depth = 6.000 in I xx = 28.60 in^4 S xx = 9.54 inA3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 inA3 Area = 5.240 inA2 I yy = 28.600 in"4 C = 15.400 in"3 Weight = 19.020 plf S yy = 9.540 inA3 • J 45.600 in^4 R yy = 2.340 in Ycg = 0.000 in 0 f0 Load 1 6.�Oin X zva 1 0 II 2 Loads are total entered value. Arrows do not reflect absolute direction. DIBBLE ENGINEERS, INC Project No. Sheet No. Project Date 2/1k. Subject (x t.0 By i G ��L CAluivEcItyki g" Mika ►,z8 D,, (7, 17 l< I, td (;.(I)(s') tA.% Mit,/ vs" FEci. f Liar) If ?I (i19g0 4( Lie ? t P 1700 (c /A/ DIBBLE ENGINEERS, INC Project No, Sheet No, Project Date Subject oi, By Ur tik Steel Beam Lic. # : KW -06006102 Description : HSS Support CODE REFERENCES, File = J:12016 Projects116-286 Urban Interiors at Thomasville\Calcutationslurban interiors.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Vec6.16.6 7 Licensee : DIBBLE ENGINEERS INC. Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi 0(0 060) 510.101 M06<rmva Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.032: 1 HSS4x4x1/4 0.344 k -ft 10.765 k -ft +D+S+H 2.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.003 in Ratio = 18,764>=240. 0.000 in Ratio = 0 <240.0 0.004 in Ratio = 10896 >=180 0.000 in Ratio = 0 <180 Design OK 0.014: 1 HSS4x4x1 /4 0.3444 k 25.423 k +D+S+H 0.000 ft Span # 1 Maximum forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D+H Dsgn. L = 4.00 ft +D+L+H Dsgn. L = 4.00 ft +D+Lr+H Dsgn. L = 4.00 ft +D+S+H Dsgn. L = 4.00 ft +D+0.750Lr+0.750L+H Dsgn. L = 4.00 ft +D+0.750L+0.750S+H Dsgn. L = 4.00 ft +D+0.60W+H Dsgn. L = 4.00 ft +0+0.70E+H Dsgn. L = 4.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 4.00 ft +D+0.750L+0,750S+0.450W+H Dsgn. L = 4.00 ft +D+0.750L+0.750S+0.5250E+H Dsgn. L = 4.0011 +n Fnn+n snw+n AnH 1 0.013 0.006 0.14 1 0.013 0.006 0.14 1 0.013 0.006 0.14 1 0.032 0.014 0.34 1 0.013 0.006 0.14 1 0.027 0.012 0.29 1 0.013 0.006 0.14 1 0.013 0.006 0.14 1 0.013 0.006 0.14 1 0.027 0.012 0.29 1 0.027 0.012 0.29 0.14 17.98 10.77 1.00 1.00 0.14 17.98 10.77 1.00 1.00 0.14 17.98 10.77 1.00 1.00 0.34 17.98 10.77 1.00 1.00 0.14 17.98 10.77 1.00 1.00 0.29 17.98 10.77 1.00 1.00 0.14 17.98 10.77 1.00 1.00 0.14 17.98 10.77 1.00 1.00 0.14 17.98 10.77 1.00 1.00 0.29 17.98 10.77 1.00 1.00 0.29 17.98 10.77 1.00 1.00 0.14 0.14 0.14 0.34 0.14 0.29 0.14 0.14 0.14 0.29 0.29 42.46 42.46 42.46 42.46 42.46 42.46 42.46 42.46 42.46 42.46 42.46 25.42 25.42 25.42 25.42 25.42 25.42 25.42 25.42 25.42 25.42 25.42 23 Steel Beam Lic. # : KW -06006102 Description : HSS Support Load Combination Max Stress Ratios File =J:12016 Proiects116.286 Urban Interiors at Thomasville\Caiculationslurban interiors.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7..;. Licensee : DIBBLE ENGINEERS INC. Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+O.60H Dsgn. L = 4.00 ft 1 0.008 0.003 0.09 Overall Maximum Deflections 0.09 17.98 10.77 1.00 1.00 0.09 42.46 25.42 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 0.0044 2.011 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.344 0.344 Overall MINimum 0.087 0.087 +D+1 0.144 0.144 +D+L+1 0.144 0.144 +D+Lr+H 0.144 0.144 +D+S+H 0.344 0.344 +0+0.750Lr+0.750L+H 0.144 0.144 +D+0.750L+0.750S+H 0.294 0.294 +D+0.60W+H 0.144 0.144 +0+0.70E41 0.144 0.144 +D+0.750Lr+0.750L+0.450W+H 0.144 0.144 +D+0.750L+0.750S+0.450W+H 0.294 0.294 +D+0.750L+0.750S+0.5250E+H 0.294 0.294 +0.60D+0.60W+0.60H 0.087 0.087 +0.60D+0.70E+0.60H 0.087 0.087 D Only 0.144 0.144 Lr Only L Only S Only . 0.200 0.200 W Only E Only H Only DIBBLE ENGINEERS, INC Project No. Sheet No. Project Law Date Subject , Odt) By vti, Vdca- ?FE \I \)F E Pr-itt_ R= V1,44'1,4- 7s1z -7s-q 0/6,L. op fiP (MC EYfthogloAj Lka (A)) c7-Tt- pop11-1•0/•, %6Atr1,0„ (ii) L' I t4- oc_ (r) F-1'110 fe:5tAiskvi eb1M-1.-W1 cyvp, 6,5ta Ly reo,t, 5c0)Arpt, CoLl.„AftitA.6 11( DIBBLE ENGINEERS, INC Project Subject AV} Project No. Sheet No. Date By (6, T1JtoM,Ls /0, Niji,1 ( -z, " sVAP 31:10 Yl" C./4 tT Z. LAY- Goirr 71 (5 Stu 14" C6-• Atvimes Use P-Zot ti,./ ¶ C'; A c,11A • A1 At U.Aii,•5" c -'. gaw fr kJk: jr www.hilti,us Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.6.5 1 Urban Interiors 7/28/2016 Specifier's comments: 1 Input data Anchor type and diameter: Kwlk Bolt TZ - CS 1/2 (2) Effective embedment depth: hef,aa = 2.000 in., h,,,m = 2.375 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 2/22/20161 5/1/2017 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 4.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fc' = 3000 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading [Ib, In.Ib] Z 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 HiIG AG, FL -9494 Schaan Hiiti is a registered Trademark of Hill AG, Schaan • www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear 8orce Shear f8orce x Shearforcey 1 1481 0 2 1481 48 48 max. concrete compressive strain: 0.30 [%o max. concrete compressive stress: 1318 [psi] resulting tension force in (x/y)=(0.000/0.000): 2962 [Ib] resulting compression force in (x/y)=(1.750/0.000): 2962 [Ib] 3 Tension Toad Steel Strength Pullout Strength* Concrete Breakout Strength** * anchor having the highest loading 3.1 Steel Strength Nsa = ESR value Nsa Z Nua Variables 11 Ase,N [In ZJ 0.10 Calculations Nsa [Ib] 10705 Results Nsa [Ib] 10705 Load N„a [Ib] 1481 N/A 10411101191 Page: Project: Sub -Project I Pos. No.: Date: Capacity .,Nn [Ib] Utilization 8029 N/A **anchor group (anchors in tension) refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 feta [psi] 106000 steel 0.750 Nsa [Ib] 8029 Nua [lb] 1481 N 19 N/A 104 Profis Anchor 2.6.5 2 Urban Interiors 7/28/2016 flx Tension Compression 01 = Nua/ Status OK N/A not recommended Z7-- 1-> 3* D (� W64 L/fl a cx- ay Esc- rNG rr-• (,ti) c iA0,/r- Input data and resul1 nmust be checked for agreement nA-2009 HiIG AG, FL 9494 Sch an tHilti is a registered tered Trademark of Hi plausibility! , Schaan • $1 www.hilti,us Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.6.5 3 Urban Interiors 7/28/2016 3.2 ConcreterBreakout Strength Nag = \ANcO) Wec,N Wed,N Wc,N Wcp•N Nb AN�b9a seeACI318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 het 1 Wec,N— \ (1 + 2 eN 5 1.0 3her Wed,N =0.7+0.3amn151.0 1.5het !Ca_min' 1.5hef 51.0 Wcp.N = M``�Cac Cac Nb = ^c%.a 4-c hefs Variables het [in.] 2.000 ec1,N [in.] 0.000 Cac [in.] I(c 5.500 17 Calculations ANC [int) 60.00 Results Ncb9 [Ib) 4389 ANco (int] 36.00 4/concrete 0.650 ec2,N [in.] 0.000 la 1.000 Wec,.N ACI 318-14 Eq. (17,4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Gamin [M.] fc [psi] 3000 1.000 Ncbg [lb] 2853 Wec2,N 1.000 Wc,N 1.000 Nua [Ib] 2962 Wed.N 1.000 Wcp,N Nb [lb] 1.000 2634 Input data and results must be o Willi ked f cFL-9494 Schaan the Hilti existing regstered Trademark of Hifinditions and tor AG, , Schaan • www.hiltlus Company: Specifier: Address: Phone I Fax: E -Mail: miter' Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.6.5 4 Urban Interiors 7/28/2016 4 Shear load Load Vua [Ib] Capacity 4Vn [Ib] Utilization fly = Vua/4,V„ Status Steel Strength* 48 3572 2 OKN/A N/A N/A Steel failure (with lever arm)* N/A OK Pryout Strength** 96 3073 4 N/A Concrete edge failure in direction ** N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value Vsteet z Vua Variables Aso/ [In.2 ] 0.10 Calculations Vsa [Ib] 5495 Results Vsa [Ib] 5495 refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 futa [psi] 106000 4>steet 0.650 4, Vsa [Ib] Vua [Ib] 3572 48 4.2 Pryout Strength Vcpe _ kcp [(A rA) Wec,N Wed,N 1lfc,N Wcp,N Nb] Vcpg ? Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hef 1 Wec,N1 + 2 ON) 5 1.0 = \ 3fief =0.7+0.3 \Camin5her151.0 Wed,N 1. Wcp N `Gamin 1.5hef) 5 1.0 C Jac ac , Nb =kcAa {ch1ef5 ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4,2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp het [in.] ec1,N (in.] ec2,N [in.] Ca.mIn[in.] 1 2.000 0.000 0.000 Cac [in.] kc �.a ec [psi] 1.000 5.500 X 17 1.000 3000 Calculations ANo 011.21 ANco [in 2] Wec1,NOON0 Wed.N1.000 1.000 cp,N 60.00 36.00 1.000 Results Vcpg [Ib] 4>concrete 4, Vcpg obi Vua [lb] 4389 0.700 3073 96 Nb [Ib] 2634 5 Combined tension and shear loads PN OV Utilization [3N,v [`/o] Status 1.038 0.031 1.000 90 OK 13Nv=(13N+13v)/1.2<=1 Input data and results must be checked for agreement with the lexisting conditions Trademark of H /nil Gt, Schaan • www.hiiti.us Company: Specifier: Address: Phone I Fax: E -Mail: 1■III�TI Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.6.5 5 Urban Interiors 7/28/2016 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The c factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature -for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening does not meet the design criteria! Ly OL y F a- /A - 3 /A&Air Input data and results must be checked for agreement with the existing conditions and for plausibility! DP( IS xnrhnr / n / /nn19nno Nati AQ FI -QdQ4 S .haan Hilti ie a ronietorod Tradnmark of Milt' AC; Rnhaan 1( DIBBLE ENGINEERS, INC Project j Proect Pro SuSubject Subjbject Project No. 16-7& Sheet No. 3( Date /- 17,,46 By itiltA \AR-. 5; X 1)1,5` Q \/: �L � ►so d "2 2/1) tigt, 5wL" c(a3 111 " 5--C1‘3 4 - r1-? (t -X50 0/6 fiti" -qH (Zqo Do )(0,�tt�j 1Fre heft&He • architects September 19, 2016 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTHCENTER BLVD., #100 TUKWILA, WA 98188 ATTN: ALLEN 3OHANNESSEN RE: CORRECTION LETTER #1 - RESPONSE DEVELOPMENT PERMIT APPLICATION NUMBER D16-0224 URBAN INTERIORS AT THOMASVILLE — 5951 S 180 ST Allen: We have received and reviewed your plan check comments dated August 29, 2016 and provide the below response. Your original comments are shown in italics, our response in bold text. We have provided revised drawing sheets titled 'Building Permit Resubmittal #1' dated September 16, 2016 as a response to your comments. Revisions are clouded and noted with delta 1. 1. Provide means of egress plan for an "M" occupancy type classification that specifically shows minimum 44 -inch unobstructed wide accessible exit access paths that lead to designated emergency exits. The minimum clear width for an aisle accessway not required to be accessible shall be 30 inches The required clear width of the aisle .accessway shall be measured perpendicular to the elements and merchandise within the merchandise pad. The 30 -inch minimum dear width shall be maintained to provide a path to an adjacent aisle or aisle accessway. The common path of egress travel shall not exceed 30 feet from any point in the merchandise pad. Designated egress paths are those that shall be light meter inspected for egress illumination requirements. (IBC Group M 1018.1, 1018.3, 1018.4, 1020.2, & Table 1020.2) Response: Accessible Exit Access Paths and Aisle Accessways have been added to the Code Plan on Sheet A1.00 with the required widths shown. 2. Provide quality control statement or matrix of special inspections by the engineer required for this project. (IBC 1705) Response: Matrix for Tests & Inspections added to sheet S1.00. CORRECTION LTR# I 3. On Sheet A1.00 code summary and plan indicates a 26'8"dead end corridor. However, that does not appear to be a corn/dor. Please clarify. Response: The indicated dead end corridor annotation has been removed from Sheet ALOCRWEiVED corridor was left over from a previous design iteration. CITY OF TUKWILA SEP 20 2016 TEL: 425 827 2100 FAX: 425 828 6899 wee: www.FHOARCH.COM ADDRESS: 5209 Lake Washington 81vd N.E. 1 Ste 200 1 Kirkland 1 WA 1 98033 a rtrmRRRivrommitrt R nRtmrtim R��Mitt ft��augur. ftMRRMit ft�RR�ftRRRiti in h-ri l� 1 sl4dd #31�Et, lc'Ps itRPRititititftftititftF:fCftftftftitf nailitftitftit Ftft F�ititItRfD�FCARF7Cft Ft MARMARA CORRECTION LETTER #1 - R ONSE DEVELOPMENT PERMIT APPLICATION NUMBER D16-0224 URBAN INTERIORS AT THOMASVILLE - 5951 S 180 ST Page 2 4. The architect's signature is shown on the plan pages, however, they did not contain the license expiration date. Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Provide dates for the architect's signature and stamp on the sheets. (WAC 196-23-020 (3), WAC 196- 23-070, or WAC 196-33-500 (1).) Response: The drawing sheets have been resubmitted with a new stamp, signature, and date. We hope the above response has addressed your comments. If not, don't hesitate to contact us so we may resolve your questions. Sincerely, FREIHEIT & HO ARCHITECTS, INC., P.S. Dustin Thorlakson Architectural Designer August 29, 2016 City of Tukwila Department of Community Development DUSTIN THORLAKSON 5209 LAKE WASHINGTON BLVD KIRKLAND, WA 98033 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 16-0224 URBAN INTERIORS AT THOMASVILLE - 5951 S 180 ST Dear DUSTIN THORLAKSON, Allan Ekberg, 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. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Provide means of egress plan for an "M" occupancy type classification that specifically shows minimum 44 inch unobstructed wide accessible exit access paths that lead to designated emergency exits. The minimum clear width for an aisle accessway not required to be accessible shall be 30 inches. The required clear width of the aisle accessway shall be measured perpendicular to the elements and merchandise within the merchandise pad. The 30 - inch minimum clear width shall be maintained to provide a path to an adjacent aisle or aisle accessway. The common path of egress travel shall not exceed 30 feet from any point in the merchandise pad. Designated egress paths are those that shall be light meter inspected for egress illumination requirements. (IBC Group M 1018.1, 1018.3, 1018.4, 1020.2 & TABLE 1020.2) 2. Provide quality control statement or matrix of special inspections by the engineer required for this project. (IBC 1705) 3. On Sheet A1.00 code summary and plan indicates a 26'8" dead end corridor. However that does not appear to be a corridor. Please clarify. 4. The architect's signature is shown on the plan pages however they did not contain the license expiration date. Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Provide dates for the architect's signature and stamp on the sheets. (WAC 196-23-020 (3), WAC 196-23-070 or WAC 196-33-500 (1).) Note: This permit plan review may not be complete as revised plans may require further corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3672. kir Brenda Holt Permit Coordinator File No. D16-0224 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPD.. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0224 DATE: 09/20/16 PROJECT NAME: URBAN INTERIORS AT THOMASVILLE SITE ADDRESS: 5951 S 180 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PrJ !& a 411( Building Division is Public Works Fire Prevention Structural Planning Division riPermit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/22/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/20/16 Approved Corrections Required Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0224 DATE: 08/05/16 PROJECT NAME: URBAN INTERIORS AT THOMASVILLE SITE ADDRESS: 5951 S 180 ST X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Ac' NW�•Ia- to Building Division Works ^hasb-a'Iii lic AM A1e, .0-1(/ IJ) s4"i' Fire Prevention a Planning Division �, Structural nPermit Coordinator IN PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/09/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n DUE DATE: 09/06/16 Approved with Conditions n Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 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: 9/19/2016 Plan Check/Permit Number: D16-0224 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Urban Interiors at Thomasville Project Address: 5951 South 180th Street Contact Person: Dustin Thorlakson Phone Number: 425.827.2100 Summary of Revision: See attached Correction Letter #1 - Response attached for summary of revisions. Note that this re -submittal package includes all plan sheets with new stamp, signature, and date as requested. Please do not hesitate to give me a call with any questions. Thank you, RECEIVE YOFTSI€ ' i LA Dustin Thorlakson EP 2 0 zu o PERMIT CENTcr, A0.00, A1.00, A3.00, A3.01, A3.02, A4.00, A4.01, A5.00, A6.00, A6.01, A7.00, Sheet Number(s): E1.00.1D3.00, S1.00. S2.00. S3.00, S3.10 "Cloud" or highlight all areas of revision including date of revitsih n Received at the City of Tukwila Permit Center by: EJ-- Entered in TRAKiT on C W:\Permit Center\Templates Torras \Revision Submittal Form.doc Revised: August 2015 GOUDY CONSTRUCTION LLC Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries Search L&I Page 1 of 2 A -Z Index Help My L&1 Workplace Rights Trades & Licensing GOUDY CONSTRUCTION LLC Owner or tradesperson Principals GOODY, PHILIP BLAISE, PARTNER/MEMBER DELLINGER, JOHN, PARTNER/MEMBER Doing business as GOUDY CONSTRUCTION LLC WA UBI No. 603 128 796 Parent company GOUDY CONSTRUCTION OF WA LLC PO BOX 3028 BELLEVUE, WA 98009-3028 425-455-1255 KING County Business type Limited Liability Company 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. GOUDYCL896RN Effective — expiration 12/12/2011— 12/14/2017 Bond Western Surety Co Bond account no. 929535417 $12,000.00 Received by L&I Effective date 12/12/2011 12/07/2011 Expiration date Until Canceled Insurance ............................... Alaska National Insurance Co $1,000,000.00 Policy no. 15KPS09443 Received by L&I Effective date 11/10/2015 11/13/2015 Expiration date 11/13/2016 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603128796&LIC=GOUDYCL896RN&SAW= 10/4/2016 ABBREVIATIONS GENERAL NOTES GENERAL NOTES, CONT. SYMBOL LEGEND DRAWING INDEX Q R. SQ NC ACC ACOUST ACT AD ADD ADJ AFF AHU ALUM APPROX ARCH ASTM BD BLDG BO BOT BR CB CIP CFCI CG CJ CLG CLR CMU COL CONC COND CONN CONT CPT CT CTR D DA DBL DD DTL DF DIA DIAG DIM DISP DN DR DS DW DWG E EA EF EXP EXP JT EL ELEC ELEV EOS EP EQ EQUIP EXIST EXT F FA FD FDN FE FEC FF FF&E FHO FIN FLASH FLR FDN FO FOIC F010 FT FTG FURR GA GALV GFRC GL GSF GYP GWB MB HC HD HDWE HM HORIZ HR HT HVAC IBC ID IN INCL INSUL INT AND AT CENTERLINE NUMBER PLUS OR MINUS PROPERTY LINE SQUARE AIR CONDITIONING ACCESSIBLE ACOUSTICAL ACOUSTIC CEILING TILE AREA DRAIN ADDENDUM ADJACENT ABOVE FINISHED FLOOR AIR HANDLING UNIT ALUMINUM APPROXIMATE ARCHITECTURAL AMERICAN SOCIETY FOR TESTING AND MATERIALS BOARD BUILDING BOTTOM OF BOTTOM BEDROOM CATCH BASIN CAST IN PLACE CONTRACTOR FURNISHED CONTRACTOR INSTALLED CORNER GUARD CONTROL JOINT CEILING CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONDITION CONNECTION CONTINUOUS CARPET CERAMIC TILE CENTER DEEP/DEPTH/DRYER DOUBLE ACTING DOUBLE DECK DRAIN DETAIL DRINKING FOUNTAIN DIAMETER DIAGONAL DIMENSION DISPENSER DOWN DOOR DOWNSPOUT DISHWASHER DRAWING EAST EACH EXHAUST FAN EXPANSION EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR EDGE OF SLAB ELECTRIC PANEL EQUAL EQUIPMENT EXISTING EXTERIOR FEMALE FIRE ALARM FLOOR DRAIN OR FIRE DEPARTMENT FOUNDATION FIRE EXTINGUISHER FIRE EXTINGUISHER CABINET FINISH FLOOR FURNITURE, FIXTURE & EQUIPMENT FREIHEIT AND HO ARCHITECTS FINISH FLASHING FLOOR FOUNDATION FACE OF FURNISHED BY OWNER INSTALLED BY CONTRACTOR FURNISHED BY OWNER INSTALLED BY OWNER FOOT/FEET FOOTING FURRING/FURRED GAUGE GALVANIZED GLASS FIBER REINFORCED CONCRETE GLASS GROSS SQUARE FOOTAGE GYPSUM GYPSUM WALL BOARD HOSE BIB HOLLOW CORE HEAD HARDWARE HOLLOW METAL HORIZONTAL HOUR HEIGHT/HIGH HEATING, VENTILATION AND AIR CONDITIONING INTERNATIONAL BUILDING CODE INSIDE DIAMETER INCH INCLUDED/INCLUSIVE INSULATION INTERIOR JAN JT L LAM LAV LB LF LT M MAX MECH MTL MFR MIN MISC MO N NFPA NIC NO NOM NTS OC OD OH ORD OPNG OPP OTS PCC PERIM PLAM PR PREP PSF R RAD RCP RD REBAR REF REFR REINF REQD REV RM RO S SC SCHED SD SEC SF SHT SHTG SIM SPEC SQ SSTL STD STL STOR STRUCT SUSP SYM SYS TEL TEMP THK TO TOC TOS TOW TRAN TV TYP UL UNO VCT VERT VEST VOL W W/ W/0 WC WD WND WH WO WR WRB WT JANITOR JOINT LENGTH/LONG LAMINATE LAVATORY POUND LINEAL FOOT LIGHT MALE MAXIMUM MECHANICAL METAL MANUFACTURER MINIMUM MISCELLANEOUS MASONRY OPENING NORTH NATIONAL FIRE PROTECTION ASSOCIATION NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE ON CENTER OUTSIDE DIAMETER OVERHEAD OR OPP HAND OVERFLOW ROOF DRAIN OPENING OPPOSITE OPEN TO STRUCTURE PRE -CAST CONCRETE PERIMETER PLASTIC LAMINATE PAIR PREPARATION POUNDS PER SQUARE FOOT RISER RADIUS REFLECTED CEILING PLAN ROOF DRAIN REINFORCING BAR REFERENCE REFRIGERATOR REINFORCED/REINFORCING REQUIRED REVISEDIREVISION ROOM ROUGH OPENING SOUTH SCALE SCHEDULE STORM DRAIN SECTION SQUARE FEET SHEET SHEATHING SIMILAR SPECIFICATIONS SQUARE STAINLESS STEEL STANDARD STEEL STORAGE STRUCTURE/STRUCTURAL SUSPENDED SYMMETRICAL SYSTEM TELEPHONE TEMPORARY THICK/THICKNESS TOP OF ... TOP OF CONCRETE TOP OF SLAB TOP OF WALL TRANSITION TELEVISION TYPICAL UNDERWRITERS LABORATORIES, INC. UNLESS NOTED OTHERWISE VINYL COMPOSITION TILE VERTICAL VESTIBULE VOLUME WEST WITH WITHOUT WATER CLOSET WOOD WINDOW WATER HEATER WHERE OCCURS WATER RESISTANT WATER RESISTANT BARRIER WEIGHT 1. ALL CONSTRUCTION SHALL COMPLY WITH THE 2015 INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY OF TUKWILA, STATE REGULATIONS FOR BARRIER FREE DESIGN, WA STATE ENERGY CODE, AND ALL APPLICABLE LOCAL CODES, ORDINANCES, AND STANDARDS. IN CASE OF ANY CONFLICT WHERE THE METHODS OR STANDARDS OF INSTALLATION OF THE MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF THE LAWS OR ORDINANCES, THE LAWS OR ORDINANCES SHALL GOVERN. NOTIFY THE ARCHITECT OF ALL CONFLICTS. 2. SECURE RELEVANT CITY AND STATE APPROVALS RELATING TO FIRE, CONSTRUCTION, LABOR, HEALTH AND LICENSING. CONTRACTOR SHALL FURTHER POST ALL BONDS AND SECURE ALL INSURANCE REQUIRED BY LAW OR CONTRACT, FORWARDING PROOF OF SUCH ACTIONS TO THE LANDLORD PRIOR TO COMMENCEMENT OF CONSTRUCTION. 4. WORK NOT INCLUDED IN THIS CONTRACT SHALL BE MARKED "N.I.C." OR SPECIFICALLY ASSIGNED TO ANOTHER PARTY. 5. CONTRACTOR SHALL VISIT THE SITE, REVIEW THE DRAWINGS AS SUBMITTED BY THE ARCHITECT, AND BECOME THOROUGHLY FAMILIAR WITH THE SITE CONDITIONS PRIOR TO BIDDING OR CONSTRUCTION. 6. ALL WORK SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURERS LATEST RECOMMENDATIONS OR WRITTEN DIRECTIONS. 8. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 9. WHERE DEVICES OR ITEMS OR PARTS THEREOF ARE REFERRED TO IN SINGULAR, IT IS INTENDED THAT SUCH SHALL APPLY TO AS MANY SUCH DEVICES, ITEMS OR PARTS AS ARE REQUIRED TO PROPERLY COMPLETE THE WORK. 10. VERIFY ALL "BUILDING STANDARDS" WITH BUILDING OWNER PRIOR TO BEGINNING ANY WORK. HOWEVER, THERE SHALL BE NO DEVIATIONS WHATSOEVER FROM THE CONTRACT DOCUMENTS WITHOUT THE ARCHITECT'S WRITTEN APPROVAL THEREOF. THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY, AND HOLD THE ARCHITECT HARMLESS FROM ANY CLAIMS ARISING AS A RESULT OF UNAPPROVED CHANGES. 12. LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT OF UTILITIES OR OTHER PROPERTY DAMAGED BY OPERATIONS IN CONJUNCTION WITH THE EXECUTION OF THIS WORK. 13. VERIFY AND CONFORM TO ALL REQUIREMENTS OF ALL UTILITY COMPANIES UNLESS OTHERWISE NOTED IN THE PLANS OR SPECIFICATIONS. 14. ALL DEBRIS SHALL BE REMOVED FROM PREMISES AND ALL AREAS SHALL BE LEFT IN A CLEAN (BROOM) CONDITION AT ALL TIMES. 15. PROTECT ADJACENT WORK AND REPAIR ANY DAMAGE AT CONTRACTOR'S OWN EXPENSE. 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY IN THE AREA OF WORK IN ACCORDANCE WITH ALL APPLICABLE SAFETY CODES. 17. THE CONTRACTOR SHALL INDEMNIFY AND HOLD THE BUILDING OWNER/ARCHITECT/ENGINEER HARMLESS FOR INJURY OR DEATH TO PERSONS OR FOR DAMAGE TO PROPERTY CAUSED BY THE NEGLIGENCE OF THE CONTRACTOR, HIS AGENTS, EMPLOYEES, OR SUBCONTRACTORS. 18. APPROVED PLANS SHALL BE KEPT IN A PLAN BOX AND SHALL NOT BE USED BY ANY WORKERS. ALL CONSTRUCTION SETS SHALL REFLECT THE SAME INFORMATION AS WELL AS ALL REVISIONS, ADDENDA, AND CHANGE ORDERS. THE CONTRACTOR SHALL ALSO MAINTAIN IN GOOD CONDITION, ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, ADDENDA, AND CHANGE ORDERS, ON THE PREMISES AT ALL TIMES WHICH ARE TO BE UNDER THE CARE OF THE JOB SUPERINTENDENT. 19. MAINTAIN ALL EXIT PATHWAYS DURING CONSTRUCTION. 20. PROVIDE COMPLETE SECURITY OF THE TENANT SUITE WHILE JOB IS IN PROGRESS AND UNTIL THE JOB IS COMPLETED. 21. AT COMPLETION OF THE WORK, REMOVE ALL DEBRIS FROM THE SITE, LEAVING SPACE CLEAN, WASH ALL WINDOWS AND GLASS, POLISH ALL HARDWARE AND FIXTURES. REPLACE AND PATCH AREAS OF CEILING DAMAGED DUE TO LIGHTING INSTALLATION OR MECHANICAL ADJUSTMENT. 23. MINIMIZE DISRUPTIONS OF BUILDING OCCUPANTS DUE TO NOISE, ODOR, FUMES, OR VIBRATION. AT THE END OF CONSTRUCTION THE CONTRACTOR SHALL COMPLETELY CLEAN ALL AREAS SOILED BY CONSTRUCTION ACTIVITIES INCLUDING THOSE IN WHICH NO WORK WAS DONE. 24. LATHING, PLASTER, AND GYPSUM WALL BOARD SYSTEMS SHALL CONFORM TO CHAPTER 25 OF THE 2015 I.B.C. 26. ALL GLASS AND GLAZING SHALL COMPLY WITH CHAPTER 24 OF THE 2015 I.B.C. AND THE U.S. PRODUCT SAFETY COMMISSION: SAFETY STANDARDS FOR ARCHITECTURAL GLAZING MATERIALS (42 FR 1426: 16 CFR PART 1201). 27. VERIFY ALL DOOR AND WINDOW ROUGH OPENING DIMENSIONS WITH DOOR AND WINDOW MANUFACTURERS. 28. DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONSTRUCTION DRAWING SHOULD BE CALLED TO THE ATTENTION OF THE ARCHITECT. 29. CONSTRUCT WALLS PLUMB AND SQUARE WITH EXISTING STRUCTURE AND NEW CONSTRUCTION UNLESS NOTED OTHERWISE. 30. COORDINATION: THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION AND COORDINATION OF THE WORK OF ALL TRADES TO ASSURE COMPLIANCE WITH THE DRAWINGS. 31. ANY DEVIATIONS FROM DIMENSIONED LOCATIONS MUST BE APPROVED BY THE ARCHITECT. DIMENSION: 1. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS AND DIMENSIONS AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR CONDITIONS ADVERSELY AFFECTING THE DESIGN PRIOR TO PROCEEDING WITH THE WORK. 2. DIMENSIONS OF PLANS ARE TYPICAL TO THE CENTERLINE OF COLUMNS AND FINISHED GWB FACE OF PARTITIONS, UNLESS NOTED OTHERWISE. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS ARE TO BE FOUR (4) INCHES FROM THE FACE OF THE ADJACENT PARTITION OR CENTERED BETWEEN PARTITIONS. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON THE DRAWINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT IF DISCREPANCIES ARE FOUND. CONSTRUCTION: 1. INVESTIGATE AND VERIFY LOCATIONS OF EXISTING STRUCTURAL, PLUMBING, MECHANICAL, AND ELECTRICAL ELEMENTS AND OTHER EXISTING CONDITIONS AND NOTIFY THE ARCHITECT OF ANY AND ALL DISCREPANCIES PRIOR TO PROCEEDING WITH THE WORK. 2. COORDINATE CONSTRUCTION SCHEDULING WITH THE BUILDING OWNER TO ALLOW ONGOING OPERATION OF THE FACILITY DURING CONSTRUCTION. 3. PROVIDE BLOCKING AS REQUIRED FOR WALL AND CEILING MOUNTED ITEMS. 4. OFFSET STUDS WHERE REQUIRED SO THAT FINISH WALL SURFACES WILL BE FLUSH. 5. PROVIDE GALVANIC ISOLATION BETWEEN DISSIMILAR METALS. 6. PATCH AND REPAIR ALL EXISTING SURFACES AS REQUIRED BY DEMOLITION AND NEW CONSTRUCTION TO RECEIVE NEW SCHEDULED FINISHES. ALL SURFACES ARE TO HAVE "LIKE -NEW" APPEARANCE. 7. STUD HEIGHT AND SPACING LIMITATION OF STEEL FRAMING COMPONENTS SHOULD BE IN COMPLIANCE WITH ASTM C 754 FOR MAXIMUM DEFLECTION AND MINIMUM LATERAL LOADING REQUIREMENTS. 8. ALL DEMOLISHED MATERIALS TO BE RECYCLED TO AN APPROVED RECYCLER. PLUMBING, MECHANICAL & ELECTRICAL: 1. PLUMBING, MECHANICAL, & ELECTRICAL DRAWINGS ARE TO BE SUBMITTED UNDER SEPARATE PERMIT. 2. MECHANICAL & ELECTRICAL CONTRACTORS SHALL BE RESPONSIBLE TO MAINTAIN COMPLIANCE WITH APPLICABLE CODES AND STANDARDS AND OBTAIN ALL NECESSARY PERMITS AND APPROVALS. 3. MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE BIDDER DESIGN/BUILD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE CORRESPONDING PERMITS FOR WORK. THE PROPOSED SYSTEM DESIGN & METHOD OF OPERATION FOR ALL ROOMS SHALL BE REVIEWED AND APPROVED BY THE TENANT PRIOR TO THE START OF ANY WORK• 4. WHERE APPLICABLE, STRUCTURAL, PLUMBING, MECHANICAL, ELECTRICAL, AND FIRE PROTECTION DRAWINGS ARE SUPPLEMENTARY TO THESE DRAWINGS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES BETWEEN THE CONSULTANTS' DRAWINGS WITH A WRITTEN REQUEST FOR CLARIFICATION. ANY WORK INSTALLED IN CONFLICT WITH THESE DRAWINGS OR SPECIFICATIONS SHALL BE CORRECTED BY THE CONTRACTOR AT NO EXPENSE TO THE BUILDING OWNER, TENANT, OR ARCHITECT. 5. ALL CABLING AND WIRING NOT IN CONDUITS OR FULL SURROUND CABLE TRAYS SHALL HAVE A FLAME SPREAD RATING OF LESS THAN 25 AND A SMOKE DEVELOPMENT RANGE OF LESS THAN 50. 6. ALL EXPOSED MATERIAL & PIPING IN RETURN AIR PLENUM MUST MEET FS 25. 7. ALL PLUMBING AND HVAC PIPE AND DUCTWORK IN PLENUM SHALL HAVE A FLAME SPREAD RATING OF LESS THAN 25 AND A SMOKE DEVELOPMENT RANGE OF LESS THAN 50. C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksop@fhoarch.com.rvt SUBMITTALS AND WARRANTY 1. SUBMIT A LIST OF PROPOSED PRODUCT SUBMITTALS AND SHOP DRAWINGS TO THE OWNER FOR APPROVAL PRIOR TO START OF CONSTRUCTION. 2. ALL PRODUCTS AND MATERIALS SPECIFIED IN THE DRAWINGS (WITH EXCEPTION TO SPECIFIC FINISH COLORS AND FLOORING) ARE INTENDEDORTO BE ON AN EQUAL"BASIS. ANY PROPOSED SUBSTITUTIONS MUST BE SUBMITTED TO THE ARCHITECT IN WRITING FOR APPROVAL WITHOUT DELAY OF SCHEDULE. 3. ALL WORK SHALL BE GUARANTEED FOR A PERIOD OF ONE (1) YEAR AFTER COMPLETION, UNLESS OTHERWISE SPECIFIED, AND SHALL BE SO STATED IN CONTRACTOR'S WRITTEN PROPOSAL AND AGREEMENT. ALL REPAIRS, CORRECTIONS, DISCREPANCIES, ETC., MUST BE MADE WITHOUT ANY ADDITIONAL COST TO THE OWNER, AND WITHIN FIVE (5) DAYS AFTER NOTICE IS GIVEN. FIRE PROTECTION: 1. IF NECESSARY, PROVIDE FIRE PROTECTION AT ALL PENETRATIONS OF FIRE RELATED ELEMENTS AS REQUIRED BY CODE. 2. FIRE EXTINGUISHERS: VERIFY LOCATION, TYPE, AND SIZE PER FIRE MARSHAL REQUIREMENTS. CONTRACTOR TO PROVIDE ALL TEMPORARY AND PERMANENT FIRE EXTINGUISHERS REQUIRED UNDER N.F.P.A. 10 MOST RECENT EDITION AND APPROVED BY THE FIRE MARSHAL. CONFIRM ACCEPTABILITY OF LOCATION WITH FIRE MARSHAL PRIOR TO INSTALLATION. PROVIDE FINISHED CABINETS TO MATCH BUILDING STANDARD FOR EXTINGUISHERS AT ALL EXPOSED LOCATIONS. 3. FIRE EXTINGUISHERS AND CABINETS SHOULD BE LOCATED SO THAT THE TOP OF THE EXTINGUISHER OR CABINET IS NO HIGHER THAN 48" AFF AND THE TOP OF THE EXTINGUISHER OR CABINET HANDLE IS AT LEAST 36" AFF. 4. AT SEMI -RECESSED FIRE EXTINGUISHER CABINETS WRAP ADDITIONAL LAYER(S) OF TYPE 'X' GYPSUM WALL BOARD INTO THE CABINET CAVITY TO MAINTAIN SPECIFIED FIRE RATED REQUIREMENT. REFER TO WALL CONSTRUCTION LEGEND FOR ADDITIONAL INFORMATION. 5. PROVIDE AND INSTALL FIRE EXTINGUISHER SIGNAGE (5"X6") ABOVE EACH FIRE EXTINGUISHER OR CABINET WITHIN THE SCOPE OF THE TENANT IMPROVEMENT. MOUNT AT 84" AFF UNLESS OTHERWISE REQUIRED. 6. EXIT SIGNS AND EXIT ILLUMINATION SHALL CONFORM TO THE 2015 IBC AND THE CITY OF TUKWILA FIRE MARSHAL REQUIREMENTS. CONTRACTOR TO PROVIDE AND INSTALL EMERGENCY LIGHTING AND EXIT LIGHTING AS REQUIRED BY THE TUKWILA FIRE AND BUILDING DEPARTMENTS. CONFIRM ACCEPTABILITY OF LOCATIONS WITH THE BUILDING OWNER BEFORE INSTALLATION. CONTRACTOR SHALL PROVIDE AND INSTALL AUDIBLE ALARMS IN ACCORDANCE WITH IBC ARTICLE 9. CONTRACTOR SHALL PROVIDE AND INSTALL VISIBLE ALARM SIGNALS AS REQUIRED BY ADA GUIDELINES. CONTRACTOR SHALL PROVIDE AND INSTALL ALL SMOKE DETECTORS AND SMOKE DETECTION AS REQUIRED UNDER ARTICLE 9 OF THE IBC. THE INSTALLATION OF THE ABOVE NOTED SYSTEM SHALL INCLUDE THE CONNECTION TO AND/OR MODIFICATION OF THE EXISTING BUILDING SYSTEMS, AS NECESSARY. 7. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 8. FLAMMABLE LIQUIDS SHALL NOT BE PLACED, STORED, OR DISPENSED IN THIS OCCUPANCY EXCEPT AS PROVIDED IN NFPA STANDARD 30 AND THE 2015 INTERNATIONAL FIRE CODE. PERMIT MAY BE REQUIRED. 9. ALL DRAPES, HANGINGS, CURTAINS, AND ALL OTHER DECORATIVE MATERIAL, INCLUDING CHRISTMAS TREES THAT WOULD TEND TO INCREASE THE FIRE AND PANIC HAZARD SHALL BE MADE FROM NONFLAMMABLE MATERIAL, OR SHALL BE TREATED AND MAINTAINED IN A FIRE RETARDANT CONDITION BY MEANS OF A FLAME RETARDANT SOLUTION OR PROCESS APPROVED BY THE FIRE MARSHAL. PROVIDE A CERTIFICATION TO THIS EFFECT. EXIT DOORS, EXIT LIGHTS, AND FIRE EXTINGUISHER LOCATIONS SHALL NOT BE CONCEALED OR OBSTRUCTED BY ANY DECORATIVE MATERIAL. MINIMUM FLAME SPREAD CLASSIFICATION OF INTERIOR FINISHES SHALL BE PER TABLE 803.9, SECTION 803.1 OF THE 2015 IBC. 10. ALL REQUIRED FIRE DOORS SHALL BEAR A LABEL FROM A RECOGNIZED AGENCY SHOWING THE SPECIFIC RATING. CEILING: 1. REFLECTED CEILING PLAN IS FOR THE GENERAL INFORMATION OF THE CONTRACTOR. EXACT LOCATIONS SHOULD BE VERIFIED. DOOR: 1. ALL DOOR HARDWARE TO MEET REQUIREMENTS OF 2015 IBC AND OWNER'S BUILDING REQUIREMENTS. 2. COORDINATE ALL KEYING REQUIREMENTS WITH OWNER/TENANT. CONTRACTOR SHALL PROVIDE ALL LOCKSET CYLINDERS TO MATCH OWNER STANDARD. CONTRACTOR SHALL RE -KEY ALL DOORS TO MEET TENANT AND OWNER'S REQUIREMENTS. FINISH AND MATERIALS: 1. SUBMIT FINISH SAMPLES TO TENANT AND OWNER FOR APPROVAL PRIOR TO ORDERING MATERIALS. 2. INTERSECTION OF SCHEDULED FLOORING MATERIALS ARE TO OCCUR AT CENTERLINE OF DOOR WHEN IN A FULLY CLOSED POSITION UNLESS NOTED OTHERWISE. 3. PROVIDE APPROPRIATE TRANSITION MATERIAL AS REQUIRED WHERE DISSIMILAR FLOORING MATERIALS INTERSECT. /•--DETAIL NUMBER SHEET NUMBER SECTION NUMBER SHEET NUMBER ROOM NAME ROOM NUMBER SQ FOOTAGE go-- GRID BUBBLE NUMBERS @ VERTICAL GRID BUBBLE LETTERS @ HORIZONTAL GRID LINE STUD PARTITION CONCRETE MASONRY PARTITION CONCRETE PARTITION DOOR REPRESENTATION DOOR NUMBER EQUIPMENT GROUP ‘s---- EQUIPMENT NUMBER z(„,,, ELEVATION NUMBER SHEET NUMBER •••• *44 r II 111111 TRUE NORTH MASONRY STEEL SOIL CONCRETE RIGID INSULATION INTERNATIONAL SYMBOL: FIXTURE OR SPACE TO COMPLY WITH ACCESSIBLE DESIGN STANDARDS ANSI 117.1-2012 AND ADAAG ARCHITECTURAL A0.00 A1.00 A3.00 A3.01 A3.02 A4.00 A4.01 A5.00 A6.00 A6.01 A7.00 E1.00 1D3.00 STRUCTURAL S1.00 S2.00 S3.00 S3.10 COVER SHEET CODE PLAN DEMOLITION PLAN DEMOLITION REFLECTED CEILING PLAN FLOOR PLAN EXTERIOR ELEVATIONS INTERIOR ELEVATIONS WALL SECTIONS DETAILS DETAILS REFLECTED CEILING PLAN ELECTRICAL REQUIREMENT PLAN FINISH PLAN & SCHEDULE STRUCTURAL GENERAL NOTES, SCHEDULES & DETAILS STRUCTURAL FLOOR PLAN STRUCTURAL SECTIONS & DETAILS STRUCTURAL SECTIONS & DETAILS -4'4 .k,o ld�ha0 i..4i4F I!,tPE • 424 0 0 0 y.?. 0042 ' SCOPE OF WORK REMODEL OF EXISTING FURNITURE STORE. EXTERIOR WORK INCLUDES DEMOLITION OF ENTRY FEATURE WITH PROPOSED IMPROVEMENTS CONSISTING OF NEW ENTRY FEATURE WALL TREATMENT AND CANOPY. INTERIOR WORK INCLUDES DEMOLITION OF DISPLAY PARTITIONS WITH PROPOSED IMPROVEMENTS OF NEW NON -LOAD BEARING PARTITIONS, FINISHES, AND RETAIL DISPLAY FEATURES. PROJECT DATA PROJECT TEAM OWNER: URBAN INTERIORS AT THOMASVILLE 5951 SOUTH 108TH STREET TUKWILA, WA 98188 ARCHITECT: FREIHEIT & HO ARCHITECTS 5209 LAKE WASHINGTON BLVD NE, SUITE 200 KIRKLAND, WA 98033 CONTACT: JEN CAUDLE PHONE: (425)827-2100 FAX: 425 828 6899 STRUCTURAL: DIBBLE ENGINEERS 1029 MARKET STREET KIRKLAND, WA 98033 PHONE: (425) 828-4200 CONTRACTOR: GOUDY CONSTRUCTION POST OFFICE BOX 3028 BELLEVUE, WA 98009 PHONE: (425) 455-1255 PROJECT ADDRESS: 5951 S 180TH ST TUKWILA, WA 98188 JURISDICTION: PARCEL NUMBER: LEGAL DESCRIPTION: ZONING: OCCUPANCY CLASSIFICATION: TYPE OF CONSTRUCTION: SPRINKLERED: NUMBER OF STORIES: SQ. FT. OF BUILDING: SQ. FT. OF IMPROVEMENT: VALUATION: CITY OF TUKWILA 352304-9031 POR OF SW 1/4 OF NE 1/4 & OF SE 1/4 OF NW 1/4 - BEG ON N LN OF SW 1/4 OF NE 1/4 S 88- 54-46 E 449.30 FT FR NW COR TH S 01-05-14 W 401.77 FT TH S 88-54-46 W 424.89 FT TH S 86-58-00 W 103.76 FT TH S 58-20-50 W 100.50 FT TO ELY MGN 57TH AVE SO TH NELY ALG SD ELY MGN TO N LN OF SE 1/4 OF NW 1/4 TH S 88-54-46 E TO TPOB LESS CO RD TUC - DISTRICT M (MERCHANTILE) III - NONRATED (B) FULLY SPRINKLERED SINGLE STORY 42,000 SF APPROX. 17,000 SF $532,000 REVISIONS No changes sha&I ho made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a now plan submittal and may include additional plan review fees. j 4;4 d e 42 a " ,�,!5.. ii.f;. 42 42 2 fa t•s,.: f,4 42 °ice 4 1 •Y� 2'8'' 0 Ifsd la! agid,", et;y 4: V:;1 42?E(2 4":428 �4. 4id iii 4;r�; 42 X242 {92 5.��� `?.A72 2 •1r ei 22.m {Sf 2 y�,i;4 rf 61?: 2. 42 k:.i me! i2 8�ry.28 :G} 42 `4w �eiu+ 4228 fo 8 4'! x . . 4;• , 42422 omot- s 42 ,52,! 0 02' 4�124844 IE0 ". t ' N 2 a'',',•9! 8.244 421 ft 12 fit 1.;•{W 48 e • 42.0 VY (e� PiM x 4 DEFERRED SUBMITTALS APPLICABLE CODES 4ra @ 42w •I ^-O/2 2015 INTERNATIONAL BUILDING CODE W/ WA STATE AMENDMENTS Permit No. � � �' 2015 INTERNATIONAL EXISTING BUILDING CODE 2015 INTERNATIONAL FIRE CODE WI WA STATE AMENDMENTS p! E.� Oview approval ,s 2015 INTERNATIONAL MECHANICAL CODE W/ WA STATE AMEN EPNT Iv subject to errors and On S WASHINGTON STATE ADMINISTRATIVE CODE (WAC) Approval of con rucjon documents does not a!!‘: WASHINGTON STATE ENERGY CODE the violation of any adopted code or ordinanco. R f° of approved Field Copy and conditions is ackno �' y C !� dat8: FILE COPY THE FOLLOWING PORTIONS OF THE PROJECT WILL BE APPLIED FOR UNDER SEPARATE PE125I78701j i C P" T A?chanical /dIEctr1Cai umbing l� Gas Piping City of Tukwila BUILDING DIVISION 1. MECHANICAL 2. PLUMBING 3. ELECTRICAL 4. FIRE ALARM/FIRE SPRINKLER BUILDING SIGNAGE TEL: 425 827 2100 CI3 RETENTION POND 0 40 VI' a 0 42; wee! io 4" 424 4 2 4.74 1 4 I wzi 1- co W r s 1- CA F3 enQ PG CO Imil 11" :10. 3, N T to J_ Int! itofi`tun 4892 rya4! CORRECTIOWU 0V 0 TMA! tV$ 4 0x0.2424 1suf42 til ,2 � E-! .24! k4.w 4. Xu'uM k-0 REVIE ODEPRO�IE'D COMPLIANCE. T SEP 2 6 2016 • VE CITYCEIVED i Ci'OF T'UKV 31 s,o SEP 20 2016 8t ,V,:Y PYS PERMIT CENT f. 4�� 42 2424 2 24 t'•'':'ia 42 REV 1 fxP (0(°� in - DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS BUILDING PERMIT 09/15/2016 City of 1`ukwita BUILDING Dl PROJECT NUMBER: A16-366 © FREIHEIT & HO ARCHITECTS, INC., P.S. DOOR WIDTH (IBC 1005.3.2) OCC. LOAD FACTOR x OCC. (0.2") x (92) =18.4" REQUIRED PROVIDED = 34" DOOR WIDTH (IBC 1005.3.2) OCC. LOAD FACTOR x OCC. (0.2") x OCC. (92) =18.4" REQUIRED 1 PROVIDED = 34" /111111I -7.4I 91.1llagrri `r•- 1000 ter .✓ .► ✓`. AWI/ 17, #7. #:#24 "711 9.7r � i1 MERCHANTILE' Mi 16,598SF 1 -. CONFIGURATOR 7 " 1441440"110 DOOR WIDTH (IBC 1005.3.2) OCC. LOAD FACTOR x OCC. (0.2") x (93) =18.6" REQUIRED PROVIDED = 70" 1 CODE/ACCESSIBILITY PLAN Scale: 1/8" =1'-0" NOTE: MERCHANIDISE AND DISPLAYS ARE SHOWN FOR REFERENCE ONLY CODE SUMMARY OCCUPANCY PER IBC 309: OCCUPANT LOAD PER IBC 1004.1.1 (FROM PLAN): MINIMUM NUMBER OF EXITS PER IBC TABLE 1015.1: EGRESS WIDTH PER IBC 1005: MINIMUM DOOR WIDTH PER IBC 1008.1.1: LONGEST COMMON PATH OF EGRESS PER IBC 1014.3: EXIT ACCESS TRAVEL DISTANCE PER IBC TABLE 1016.2: DEAD END CORRIDOR IBC TABLE 1020.4: M (MERCANTILE} 277 REQUIRED: PROVIDED: THEREFORE: 2 3 OK 20 INCHES MIN >34" OK 32 INCHES MIN 34 INCHES OK ALLOWED: PROVIDED: THEREFORE: 75' MAX. 250' MAX. 50' MAX. 25'-1" OK 132'-6" OK 26'-8" OK 2015 IBC SECTION 1008 MEANS OF EGRESS ILLUMINATION REQUIRED The means of egress serving a room or space shall be illuminated at all times that the room or space is occupied; illumination level shall be not Tess than 1 footcandle at the walking surface. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure in rooms and spaces that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Aisles, 2. Corridors, 3. Exit access stairways and ramps. In the event of power supply failure in buildings that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Interior exit access stairways and ramps. 2. Interior and exterior exit stairways & ramps, 3. Exit passageways, 4. Vestibules at level of discharge, 5. Exterior landings and areas used for exit discharge. EMERGENCY ILLUMINATION FOR BUILDINGS AND DURATION OF ILLUMINATION (1008.3.2-1008.3.5) In the event of power supply failure in Rooms and spaces, an emergency electrical system shall automatically illuminate all of the following areas: 1. Electrical equipment rooms, 2. Fire command centers, 3. Fire pump rooms, 4. Generator rooms, 5. Public restrooms with an area greater than 300 square feet. The emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or an on-site generator. Illumination level under emergency power, the lighting facilities shall be arranged to provide initial illumination that is not less than an average of 1 footcandle and a minimum at any point of 0.1 footcandle measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 footcandle average and a minimum at any point of 0.06 footcandle at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. N6� lamog GROUP B AND M OCCUPANCIES (AISLE ACCESS TO PATHS OF EGRESS) A 30 -inch clear width aisle accessway measured perpendicular to the elements and merchandise shall be provided, within the merchandise pad. Aisle accessways shall be maintained to provide a clear path to an adjacent 36 inch aisle or common path of egress. Access to the (Emergency illuminated) common path of egress shall not exceed 30 feet from any point in the merchandise pad. (IBC 1017.3 & 4 CODE PLAN LEGEND NEW CONSTRUCTION EXISTING TO REMAIN FIRE EXTINGUISHER at OCCUPANCY COUNT AT EXIT INDICATES EXIT ACCESS PATH INDICATES AISLE ACCESSWAY gas8 t u� tis Ric;$ Y i jr,;v 41! 1 1➢F:k,�vja y�! € 8 h ' ti a ,fir ta •, 4 ` :. Y�`I4e :2m ( 5t 4:C GsT1 ,2i 4.4'&‘ 6 iia tax d 8 q t�g p,f d4�u y,t� 0a : i��6 8 1341 8 E' d`SjR �1:•�N �;:7 O'iJro' is 3: !::,f,".4.,i!" 8a s. 8448. ). '61 �-�s +�n 617: 4: F. 4rc� bt,ut 'a't Sta 4:86 4128•4u r a ��"t 1�•a ' ft�� 23 46�T.j. �r�'13i 88 Vs L't j72 Ai:R u~' 83 �lr� �r,'u •tx„ }Fui �1� >ify 42"3'f'�'Ir F•e.�y'Fvii' �fA4,; 8/ 8. 'USA (8 4223 .a n,�y . , 8 864! V2 ;i •414 S�u�u Of 48(8_ 41 ai>s5res 4F z.F's.'r` 152306 -v ?ir'i.4T�r " Gf Yk. 4A2 N 111 TEL: 425 827 2100 0 0 w z CO trzal (33 4323 a.j�� 6488 "'r 6 83. ca a 48'413 .4844! - COMMON PATH OF TRAVEL{, W t tie;4:.44 - EXIT ACCESS DEAD END CORRIDO RECEIVED CITY OF TUKWILA SEP 2 0 2016 PERMIT CENTER REV DESCRIPTION PRELIMINARY PRICING SET PRELIMINARY PRICING SET REVISION BUILDING PERMIT DOCUMENTS BUILDING PERMIT RESUBMITTAL #1 R, WED FOR COD OMPLIANCE 41 ; ROVED 41.?.i . ,,µ�µTTyy 2 6 2016 P '3 Al 'of Tukwila BU PI, JG DIVISION C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS 20160622_dthorlaksop@fhoarch.com.rvt DATE 06/27/2016 07/01/2016 07/29/2016 09/15/2016 CODE PLAN 7 .00 : A16-366 tae © FREIHEIT & HO ARCHITECTS, INC., P.S. (DP -07 ) (DP -07 ) (DP -07 ) (DP -07) i Co M CO LJ (DP -04 ) I II II II II II L1\ , II A DP -04) • • • • • (DP -04) (DP -05 (DP -12 ) • • ,, `�. `.\. • • • • ``•(DP -04 ) . \` , VV (DP -04 ) . \\ '2••• • EXISTING SHOWROOM • • • DP -12 ) o • • • 1 • • • • • • • —1101-11 • • • AfT <0\> ArAprffyy • 4.1W .40 tb CD DEMOLITION PLAN 4' 8' 16' DEMOLITION PLAN GENERAL NOTES 1. ALL SALVAGED ITEMS SHALL BE RETURNED TO BUILDING OWNER OR TENANT. ALL UNWANTED MATERIAL SHALL BE DISPOSED OF. 2. PROTECT ALL AREAS OF BUIDLING AND HVAC SYSTEM FROM DUST AND DEBRIS AT ALL TIMES. 3. COORDINATE CONSTRUCTION SCHEDULE WITH ARCHITECT AND BUILDING OWNER TO MINIMIZE DISRUPTIONS TO BUSINESS HOUR OPERATIONS. 4. PROTECT ANY ITEMS TO REMAIN AGAINST DAMAGE DURING CONSTRCTION. 5. REFER TO SHEET A4.00 FOR EXTERIOR FACADE FINISH DEMOLITION. KEYNOTE LEGEND DP -01 REMOVE EXISTING DECORATIVE COLUMN, TYP OF 4 AT INTERIOR SOFFIT DP -02 REMOVE EXISTING DECORATIVE COLUMN, 'TYP OF 8 INTERIOR AT ENTRY DP -03 REMOVE PORTION OF EXISTING WALL FOR NEW DOOR;REFER TO FLOOR PLAN DP -04 REMOVE EXISTING DISPLAY WALL DP -05 REMOVE DECORATIVE MOLDING AT CEILING LEVEL AND/OR WINDOW HEAD DP -07 REMOVE EXISTING FLOOR FINISH THIS ROOM DP -08 REMOVE EXISTING DECORATIVE COLUMN AND BASE, TYP OF 8 AT ENTRY DP -09 REMOVE PORTION OF EXISTING SIDEWALK AT ENTRY DP -10 REMOVE EXISTING DECORATIVE COLUMNS AND BASE, TYP OF 4 AT WEST ELEVATION DP -11 PROTECT EXISTING SLAB RECESSED UP LIGHT DURING DEMO FOR REUSE, TYP 6 DP -12 REMOVE PORTION OF EXISTING SIDEWALK AT BASE OF DECORATIVE COLUMNS DEMOLITION PLAN LEGEND ••:4 /\ 0 EXISTING CEILING TO REMAIN NO WORK THIS AREA EXISTING SIDEWALK TO BE REMOVED EXISTING WALL CONSTRUCTION TO REMAIN EXISTING WALL CONSTRUCTION TO BE REMOVED 2'x4' EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN 2'x4' EXISTING FLUORESCENT LIGHT FIXTURE TO BE REMOVED 2'x2' EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN 2'x4' EXISTING DIFFUSERS TO REMAIN 2'x2' EXISTING DIFFUSERS TO REMAIN TRACK LIGHTING TO REMAIN TRACK LIGHTING TO BE REMOVED TRACK LIGHTING TO BE REPOSITIONED PENDANT LIGHT PENDANT LIGHT TO BE REMOVED WALL WASHER EXIT SIGN RECESSED CAN LIGHT TO REMAIN RECESSED CAN LIGHT TO BE REPOSITIONED 0)..X4 RECEIVED CITY OF TUKWILA SEP 2 0 2016 PERMIT CENTE fistA 05: qa 471.3 flez 05:18 0 VI a 8 ita eme 0 at GI 0 ta os Es de oa TEL: 425 827 2100 WA 1 98033 www.FHOARCH.COM 5209 Lake Washington Blvd NE 1 Ste 200 45,9 EMS fis 1.1 fel els fes. im,e4 cys am o a. ILI THOMASVILLE REMODEL 5951 SOUTH 180TH STREET co 0a a fa REV DESCRIPTION PRELIMINARY PRICING SET PRELIMINARY PRICING SET REVISION BUILDING PERMIT DOCUMENTS BUILDING PERMIT RESUBMITTAL #1 DATE 06/27/2016 07/01/2016 07/29/2016 09/15/2016 OLITION PLAN 3.00 PROJECT NUMBER: A16-366 FREIHEIT & HO ARCHITECTS, INC., P.S. !i II !i ii• t-. rw-iswr.�.; 1 ON 0 0 .4.4.404.4 _ 44,40,...44,1„*„:3,414444. \I , .4. . ...., 44.4:44.0:11,41:4„:„.,,!:: 440441.4.0„....4 .0.4•404,81-4400w\ DCP-09 ♦S ` DCP-09 rW-La..e 4404::+0..44 :4, .0LF0�DCP09� 414: 44, .0g�i�s�� DCP-09<< t•4::; � ,kit:4**,444 ****St*SS 44 0 4.14 dt i-- — (DCP-07) J 77777 z - I L (DCP-07) L s (DCP-07) y - J (DCP-07) (DCP-07) DEMOLITION REFLECTED CEILING PLAN Scale: 1/8" =1'-0" 0 1 I 1 ar'r Rim DEMOLITION RCP GENERAL NOTES �2 T•:: 2 Ca tif�M 1. ALL CEILING TILE AND GRID TO REMAIN EXCEPT NOTED OTHERWISE. PROTECT AGAINST DAMAGE DURING CONSTRUCTION: ',�;„t�;,+�` -'''ai' 2. ALL SALVAGED ITEMS SHALL BE RETURNED TO BUILDING OWNER OR TENANT. ALL UNWANTED MATERIAL SHALL BE DISPOSED OF. 3. PROTECT ANY ITEMS TO REMAIN AGAINST DAMAGE DURING CONSTRUCTION. 4. THOROUGHLY INSPECT EXISTING CEILING TILE AND REPLACE ANY DAMAGED AND/OR DISCOLORED TILE. KEYNOTE LEGEND DCP-01 DCP-02 DCP-05 DCP-07 DCP-08 DCP-09 REMOVE EXISTING CEILING TILES ABOVE MAIN SHOW ROOM; EXISTING CEILING GRID SYSTEM, LIGHTING, MECHANICAL COMPONENTS, AV AND SPRINKLER TO REMAIN, REFER TO REFLECTED CEILING PLAN EXISTING GWB CEILING AND FIXTURES TO REMAIN REMOVE EXISTING LIGHTING AND FIRE SPRINKLERS AT EXISTING EXTERIOR SOFFIT REMOVE EXISTING AWNING REMOVE EXISTING DISPLAY LIGHTS, TYP 5 REMOVE EXISTING LIGHT DEMOLITION PLAN LEGEND DJ R 0 (vy 0 0 R0 EXISTING CEILING TO REMAIN NO WORK THIS AREA EXISTING SIDEWALK TO BE REMOVED EXISTING WALL CONSTRUCTION TO REMAIN EXISTING WALL CONSTRUCTION TO BE REMOVED 2'x4' EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN 2'x4' EXISTING FLUORESCENT LIGHT FIXTURE TO BE REMOVED 2'x2' EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN 2'x4' EXISTING DIFFUSERS TO REMAIN 2'x2' EXISTING DIFFUSERS TO REMAIN TRACK LIGHTING TO REMAIN TRACK LIGHTING TO BE REMOVED TRACK LIGHTING TO BE REPOSITIONED PENDANT LIGHT PENDANT LIGHT TO BE REMOVED WALL WASHER RECEIVED CITY OF TUKWILA EXIT SIGN SEP 20 2016 RECESSED CAN LIGHT TO REMAIN PERMIT CENTE RECESSED CAN LIGHT TO BE REPOSITIONED Ur- 0 lovi tim • 441. 1.14161! rGi '4Y' 1l:' 2 EE' 12. +fa Vi 41!12 4,2 412 X12 44:x 12 1! 1W t. �G� 4E� X6^.:°.'1 S4 '01•61.' 12 4111 f.a UT. +2 al'1 2 122 1121 x4112 '!;, {., f4 4V! `12fa V. 041216 411 214 f++2 ;G R 4 : a1as t'42I +5.! 141, u:. e!12 : 2'6h2' 4112 X12414 TEL: 425 827 2100 (41 u I mi c 5951 SOUTH 180TH STREET e401frel 1111111P. GISTEFtED HITECT Cr.12412 ales V 1241=4112 ,1 +5a 4'4 11241'12! 412411 Vii.! tit!. -2`.949 ?` ! +2 41.1 r`. C-NcP , (1(r - REV DESCRIPTION PRELIMINARY PRICING SET PRELIMINARY PRICING SET REVISION BUILDING PERMIT DOCUMENTS 1 BUILDING PERMIT RESUBMITTAL #1 RE. COD$ LVED FOR 'MPLIANCE !ROVE REF 6 2016 47 ,•z 4-33 1 1f Tukwila G DIVISION BUIL,, C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksoln@fhoarch.com.rvt DATE 06/27/2016 07/01/2016 07/29/2016 09/15/2016 DEMOLITION ECTED CEILING PLAN A3.01 �';y,t,W 41 PROJECT NUMBER: A16.366 ,;i:N © FREIHEIT & HO ARCHITECTS, INC., P.S. ^aa', 16'-71/4" 16'-7" / / / / / 13'-6" / 13'-0" 7'-8" 13'-0" (FP -07 / /. / /. / • FP -02 ) co (FP -02 \ 7'-8" 7'-8" KIDS 108 23 SF PRESENTATION 107 100 SF 10'-4" 10'-4" 10'-4" 10'-4" CONFIGURATOR 123 813 SF 15'-0" FP -02 ) 14 A6.01 6'-3 1/2" 5'-8 1/2" 9 N 5'-8 1/2" 6'-3 1/2" SHOWROOM 1 3'-0" / / / / / 101 12,091 SF \--(FP-04 i ALIGN \( FP -08 ) 6'-3 1/2" 6'-9" 10' - 4" 19' - 4" 6'-9" 6'-3 1/2" STORAGE 106 99 SF Sim cr) SALES 103 -125SF (FP -11 ) 7'-0" 20 5'-8 1/2" 5-8 1/2" 7'-0" LL 6'-07/16" / \\---( FP -04 6'-07/16" i\ OPP OPP OPP EFP-10 X4.00 FLOOR PLAN Scale: 1/8" =1'-0" 0 FLOOR PLAN GENERAL NOTES 1. PATCH AND REPAIR GWB AS REQUIRED TO ACCEPT NEW FINISH. 2. ALL DIMENSIONS ARE FROM FINISH FACE UNLESS NOTED OTHERWISE. 3. PRIOR TO COMPLETION OF CONSTRUCTION, CLEAN ALL SURFACES INCLUDING, BUT NOT LIMITED TO, SWITCH AND OUTLET PLATES, HVAC GRILLES, AND CEILING GRID. RESTORE ANY OF THE ABOVE AS TO LIKE -NEW GOOD WORKING CONDITION AS REQUIRED. 4. ALL MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS TO BE BIDDER -DESIGNED. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR PREPARATION OF DESIGN PLANS, ENGINEERING, AND PERMITS. 5. ALL DOOR HARDWARE TO MEET REQUIREMENTS OF 2012 IBC WITH WASHINGTON STATE AMENDMENTS & OWNER'S BUILDING REQUIREMENTS. 6. ALL LOCKSETS SHALL BE OPERABLE FROM EGRESS SIDE WITHOUT USE OF A KEY OR SPECIAL KNOWLEDGE. LOCKS WILL RELEASE UPON PUSHING LEVER HARDWARE DOWNWARD ON THE EGRESS OF EVERY DOOR. KEYNOTE LEGEND •' FP -01 FP -02 FP -03 FP -04 FP -05 FP -07 FP -08 FP -10 FP -11 CHAIR WALL EXISTING SOFFIT ABOVE WORKCENTER CASEWORK PATCH AND FLOAT EXISTING CONCRETE SLAB ON GRADE TO ACCEPT NEW FLOOR FINISH 4" HIGH WOOD DISPLAY PLATFORM. STAIN ALL EXPOSED SURFACES TO MATCH FINISH OF WOOD BOARD CEILING ABOVE POINT OF SALE STATION: CASEWORK FOIC: PROVIDE POWER AND DATA AT LOCATIONS PROVIDE WATER TO COFFEE MAKER SIDE WALK TO ALIGN WITH EXISTING JOINT LINES. FINISH TO MATCH EXISTING SIDEWALK CONDITION WRITABLE MIRROR, FOIC DOOR SCHEDULE DOOR # 102A 106B 107B 109A DOOR TYPE A B B A HEIGHT 7'-0" 7'-0" 7'-0" 7'-0" WIDTH 3'-0" 6'-0" 6'-0" 3'-0" THK. HW 1 3/4" HW1 1 3/4" HW2 1 3/4" HW2 1 3/4" HW1 COMMENTS DOOR TYPES DOOR WIDTH 0 O 2 H = O w _ BUILDING STANDARD WOOD DOOR N GLASS SLIDING DOOR DOOR HARDWARE HW -1 1 1/2 PR BUTT HINGES 1 SURFACE MOUNTED CLOSER 1 LEVER LOCKSET 1 DOOR STOP 1 CLOSER 1 SET SILENCERS HW -2 SLIDING HARDWARE PER STOREFRONT MFR DECORATIVE PULLS/PAIR EACH SIDE WALL SCHEDULE SYMBOL DESCRIPTION 02 STUD - 5/8" GWB - 3 5/8" STUD WALL - 5/8" GWB 03 STUD - 5/8" GWB - 3 5/8" STUD WALL 04 STUD - 5/8" GWB - 3 5/8" STUD WALL - 5/8" GWB 05 STUD - 5/8" GWB - 3 5/8" STUD WALL - 5/8" GWB 20 STUD - 5/8" GWB - 6" STUD WALL - 5/8" GWB FLOOR PLAN LEGEND 8' 16I' Nb 1 1 1 I (9 NO WORK THIS AREA NEW CONSTRUCTION EXISTING TO REMAIN WALL TAG, SEE SCHEDULE NEW FIRE EXTINGUISHER HEIGHT FIRE RATING TO CEILING TO CEILING TO 6" ABOVE CEILING 15 0" 9' 0" NON -RATED NON -RATED NON -RATED NON -RATED NON -RATED RECEIVED CITY OF T UKWILA SEP 202016 PERMIT CENTER uZiZfn � Q 0 ce 0 no r5 a.W J z~ J °Z 5J Z ma a rc 0 1 Yu ce 0' 0 6! TEL: 425 827 2100 5209 Lake Washington Blvd NE 1 Ste 200 no co EN3 L6 F CO W CO ILI it" N 1▪ 3) d Cs 4 00 J Lr 0 Ib LA ty REV DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS 1 BUILDING PERMIT 09/15/2016 RESUBMITTAL #1 'VED FOR MPLIANCE ;ROVED 636!!! 6 2016 O1 f kwila EUIIEIG DIVISION �r Inc A3 ▪ 02 PROJECTuT NUMBER: A16-366 P ©FREIHEIT 8, HO ARCHITECTS, INC., P.S. FLOOR PLAN C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksoln@fhoarch.com.rvt WIDTH HEIGHT f/1/ / < / 4 N GLASS SLIDING DOOR DOOR HARDWARE HW -1 1 1/2 PR BUTT HINGES 1 SURFACE MOUNTED CLOSER 1 LEVER LOCKSET 1 DOOR STOP 1 CLOSER 1 SET SILENCERS HW -2 SLIDING HARDWARE PER STOREFRONT MFR DECORATIVE PULLS/PAIR EACH SIDE WALL SCHEDULE SYMBOL DESCRIPTION 02 STUD - 5/8" GWB - 3 5/8" STUD WALL - 5/8" GWB 03 STUD - 5/8" GWB - 3 5/8" STUD WALL 04 STUD - 5/8" GWB - 3 5/8" STUD WALL - 5/8" GWB 05 STUD - 5/8" GWB - 3 5/8" STUD WALL - 5/8" GWB 20 STUD - 5/8" GWB - 6" STUD WALL - 5/8" GWB FLOOR PLAN LEGEND 8' 16I' Nb 1 1 1 I (9 NO WORK THIS AREA NEW CONSTRUCTION EXISTING TO REMAIN WALL TAG, SEE SCHEDULE NEW FIRE EXTINGUISHER HEIGHT FIRE RATING TO CEILING TO CEILING TO 6" ABOVE CEILING 15 0" 9' 0" NON -RATED NON -RATED NON -RATED NON -RATED NON -RATED RECEIVED CITY OF T UKWILA SEP 202016 PERMIT CENTER uZiZfn � Q 0 ce 0 no r5 a.W J z~ J °Z 5J Z ma a rc 0 1 Yu ce 0' 0 6! TEL: 425 827 2100 5209 Lake Washington Blvd NE 1 Ste 200 no co EN3 L6 F CO W CO ILI it" N 1▪ 3) d Cs 4 00 J Lr 0 Ib LA ty REV DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS 1 BUILDING PERMIT 09/15/2016 RESUBMITTAL #1 'VED FOR MPLIANCE ;ROVED 636!!! 6 2016 O1 f kwila EUIIEIG DIVISION �r Inc A3 ▪ 02 PROJECTuT NUMBER: A16-366 P ©FREIHEIT 8, HO ARCHITECTS, INC., P.S. FLOOR PLAN C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksoln@fhoarch.com.rvt (DEL -03) • • (DEL -03) • DEL -04) LEVEL 01 (DEL -05; (DEL -06) 011 NORTH ELEVATION - DEMOLITION WORK ,..4.00/ Scale: 1/8" =11-0" (EL -04 ) • 0 4' 1 U (EL -06 ) 16' 10'-0" EXISTING WINDOW HEAD 3'-4" EXISTING WAINSCOT' - LEVEL 01 SOUTH ELEVATION - PROPOSED WORK 0" aa.00 Scale: 1/8" =1'-0" A4.00 Scale: =1'-0" 0 4' 8' 16' (DEL -03) r` (DEL -05) - , T ►AASY EL -07 - ALIGN _(EL -10_) 22' - 0" +1- (EL -14 ) 08 EL -09 ) 3EAST ELEVATION - DEM LITTON WORK LEVEL 01 A4.00 Scale: 1/8" =1'-0" 0 4' 8' 1 1 1 1 • / 4 \ EAST ELEVATION - PROPOSED WORK 16' j 1 A4.00 Scale: 1/8" =1'-0" 0 4' 8' 1 U 16' 0" k 10-00" EXISTING WINDOW HEAD • 3'-4" EXISTING WAINSCOT • LEVEL 01 0" ELEVATION GENERAL NOTES 1. PAINT EXISTING STANDING SEAM METAL ROOFING; COLOR TBD KEYNOTE LEGEND: DEMOLITION WORK DEL -01 DEL -02 DEL -03 DEL -04 DEL -05 DEL -06 REMOVE EXISTING SIGNAGE REMOVE EXISTING CANOPY REMOVE EXISTING COPING AND PORTION OF EXISTING CORNICE TO ACCOMODATE NEW WORK REMOVE EXISTING AWNING REMOVE EXISTING DECORATIVE COLUMN AND BASE, TYP EXISTING RAIN LEADER WITHIN EXISTING COLUMN WRAP TO BE REUSED; PROTECT DURING DEMOLITION t ...; f .4�t7a + �f./J� .17,d 42.s KEYNOTE LEGEND: PROPOSED WORK EL -01 BUILDING SIGNAGE (UNDER SEPERATE PERMIT) EL -02 ,NEW ENTRY CANOPY EL -03 PAINT EXISTING COPING METAL ROOFING; COLOR TBD EL -04 EXTERIOR IMPROVEMENTS TO TERMINTAE AT TENANT DEMISING LINE EL -05 WINDOW ACCENT - 2X2 CLEAR CEDAR EL -06 PAINT EXISTING CMU; COLOR TBD EL -07 6" CLEAR CEDAR LAP SIDING EL -08 4" CHARWOOD SIDING. SHIPLAP PROFILE EL -09 NEW METAL COPING; COLOR TBD EL -10 2X2 CLEAR CEDAR ON 1/2" PLYWOOD SHEATHING. SPACING TBD EL -12 WAINSCOT; PAINT EXISTING CMU COLOR TBD EL -14 METAL WINDOW TRIM; COLOR RED TBD EL -15 LIGHT FIXTURE EL -16 EXISTING EIFS TO REMAIN, PAINT TO MATCH WAINSCOT b16 0714 RECEP/ED CITY OF TUKW6LA SEP 20 2016 PERMIT CENTER :M'OSy`41«4 14:441 0 Ca 421 4„re, 4444 14:; fa' fa 9 ..iib Ca ci «z ,/aa TEL: 425 827 2100 5209 Lake Washington Blvd NE 1 Ste 200 1 Kirkland 1 WA 1 98033 www.FHOARCH.COM 4-9 fj '1426- z 14,«4 vied 44 1. «4 «C14 ' *41 iia 44,4444 0 A4 i•,E +t bras ^r: r i 1 z�W co �� Zp � a� 4 o � � o Q 03 1— a WIm J y F 51 '":31 _ o 5Z DI of ia re O REV DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS BUILDING PERMIT 09/15/2016 AL #1 R�.'VIWED Pt9RMIT COI`OMPLIANCE :ROVED n 417. 2 6 2016 44.4441! ti°r.{,5 414 ,1a -ilpf Tukwila 0 DIVISION .�y,9 11'Ji J+%i' 14 A40 00 PROJECT NUMBER: A16.366 :5 © FREIHEIT & HO ARCHITECTS, INC., P.S. C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksoh@fhoarch.com.rvt EXTERIOR ELEVATIONS 2 10 7,77177.7, `' CHAIR WALL SECTION A 7 r 1 1 NOTE: ADJUSTABLE SHELVING HEIGHTS SHOWN HERE ARE FOR REFERENCE ONLY. COORDINATE FINAL LAYOUT WITH TENANT A4.01 Scale: 1/2" =1-0" m.osv�w..• v wws.uwa.�T.n..+ro.• ..,:6-'v». NOTE: REFER TO STRUCTURAL DRAWINGS FOR CONNECTION DETAIL AT TOP OF NEW WALL CONSTRUCTION EXISTING CURVED SOFFIT TO REMAIN OFFICE J \ \ / / / / / / \ / / \ / SALES SHOWROOM (1 A\5\1\\VAAAVVAAA sA' E SALES OFFICE SECTION Scale: 1/2" =1'-0" PER PLAN 8 EQUAL UNITS 2" LAMINATED VENEER 3'-0" 8 CHAIR WALL SECTION B Scale: 1/2" =1'-0" IDEA CENTER STOREFRONT ELEVATION MT2x3 BLACKENED STL STL PLATE WELDED TO TOP OF STL '7. BRACE TO EXISTING STRUCTURE PER STRUCTURAL L2x2 BLACKENED STL ANGLE, PREDRILL HOLES 4" 0.C. FOR ADJUSTABLE SHELVING 1" THICK STRUCTURAL GLASS SHELVING MT2x3 BLACKENED STL 'T" FASTENED TO EXISTING CONCRETE SLAB A4.01 ADJUSTABLE PLYWOOD SHELVES BACKING COLOR TBD FIXED PLYWOOD BOTTOM SHELF 1'-0" IDEA CENTER SHELF ELEVATION Scale: 1/2" =1'-0" 9 Scale: 1/2" =1'-0" 5 0 jL2x2 BLACKENED 'TL ANGLE, TYP AT r -A CORNER. 0 VERTICAL POWER STRIP MOUNTED TO REVERSE SIDE OF CHAIR WALL @ EVERY ,OTHER VERTICAL j,UPPORT, PAINT TO MATCH VERTICAL SUPPORTS CHAIR RAIL VERTICAL SUPPORT 0 cn 9 c') 0 i 1 0 c) of O c) \ 0�0 0I 0 CHAIR WALL PLAN A4.01 Scale: 1/2" =1'-0" IV i # # 0 0 0 0 o o 0 # BACKING 1'-2" 0 2�i o �\ ›. 0 0 u u u ,/ IDEA CENTER STOREFRONT ELEVATION MT2x3 BLACKENED STL STL PLATE WELDED TO TOP OF STL '7. BRACE TO EXISTING STRUCTURE PER STRUCTURAL L2x2 BLACKENED STL ANGLE, PREDRILL HOLES 4" 0.C. FOR ADJUSTABLE SHELVING 1" THICK STRUCTURAL GLASS SHELVING MT2x3 BLACKENED STL 'T" FASTENED TO EXISTING CONCRETE SLAB A4.01 ADJUSTABLE PLYWOOD SHELVES BACKING COLOR TBD FIXED PLYWOOD BOTTOM SHELF 1'-0" IDEA CENTER SHELF ELEVATION Scale: 1/2" =1'-0" 9 Scale: 1/2" =1'-0" 5 0 jL2x2 BLACKENED 'TL ANGLE, TYP AT r -A CORNER. 0 VERTICAL POWER STRIP MOUNTED TO REVERSE SIDE OF CHAIR WALL @ EVERY ,OTHER VERTICAL j,UPPORT, PAINT TO MATCH VERTICAL SUPPORTS CHAIR RAIL VERTICAL SUPPORT 0 cn 9 c') 0 i 1 0 c) of O c) \ 0�0 0I 0 CHAIR WALL PLAN A4.01 Scale: 1/2" =1'-0" LAMINATED VENEER COUNTERTOP AND BACK SPLASH PLAM # CASEWORK HARDWARE TO BE SELECTED BY TENANT BASE PER FINISH PLAN COFFEE STATION ELEVATION Scale: 1/2" =1'-0" / 2" LAMINATED VENEER 3'-0" IV i • \ o o BACKING 1'-2" u 2�i o �\ u o u u u ,/ u o \ / PLYWOO[ DRAWS, C TBD 1'-33/4" 11-6" 11-6" 11-33/4" LAMINATED VENEER COUNTERTOP AND BACK SPLASH PLAM # CASEWORK HARDWARE TO BE SELECTED BY TENANT BASE PER FINISH PLAN COFFEE STATION ELEVATION Scale: 1/2" =1'-0" / 2" LAMINATED VENEER 3'-0" BACK OF SALES SHELF ELEVATION A4.01 Scale: 1/2" =1-0" COLOR TBD OLOR V L2x2 BLACKENED STL ANGLE, TO VERTICAL SUPPORT, TYP MT2x3 BLACKENED STL "T" CHAIR RAIL VERTICAL SUPPO CHAIR WALL TOP CONNECTION DETAIL BOLT RT A4.01 Scale: 6" =1'-0" CHAIR RAIL VERTICAL SUPPORT 1" THICK STRUCTURAL GLASS SHELVING L2x2 ADJUSTABLE SHELF SUPPORT PREDRILLED HOLES FOR ADJUSTABLE SHELF SUPPORT ATTACHMENT CHAIR WALL SHELF CONNECTION DETAIL Scale: 6" =1'-0" Y // /( // � LJ CHAIR RAIL VERTICAL SUPPORT L2x2 BLACKENED STL ANGLE 1/2" BLACKENED STL BAR CONTINUOUS SPACER L2x2 BLACKENED STL ANGLE MT2x3 BLACKENED STL "T", BOLT TO EXISTING CONCRETE SLAB AND VERTICAL SUPPORT, TYP FLOOR CONNECTION PER STRUCTURAL CHAIR WALL BASE CONNECTION SECTION DETAIL Scale: 6" =11-0" Nb ox.vi V! 0 TEL 425 827 2100 Kirkland 1 WA 1 98033 www.FHOARCH.COM 5209 Lake Washington Blvd NE 1 Ste 200 N Q z o g W O et gt a W J CD INN _I Z Z ° e J maZa co E w O 1 /1 L2x2 BLACKENED STL ANGLE JJYi .3 V{� 1 7 71. RECEIVED CITY OF TUI WILA r CONTINUOUS SPACER L2x2 BLACKENED STL ANGLE SEP 20 2016 PERMIT CENTER CHAIR WALL BASE CONNECTION PLAN DETAIL MT2x3 BLACKENED STL '7, BOL EXISTING CONCRETE SLAB AND VERTICAL SUPPORT, TYP \4.0� Scale: 6" =1-0" REV DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS 1 BUILDING PERMIT 09/15/2016 RESUBMITTAL #1 RAW � ED FOR CO.ONIPLIANCE APIROVED M••`26 2016 e. " fpf Tukwila G DIVISION UI C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthoriaksoi@fhoarch.com.rvt INTERIOR ELEVATIONS A4.01 fleECY NUMBER: A16.366 06/24/16 13Lt: © FREIHEIT & HO ARCHITECTS, INC., P.S. IV i BACKING 1'-2" u u u u u u u u u u u u PLYWOO[ DRAWS, C TBD BACK OF SALES SHELF ELEVATION A4.01 Scale: 1/2" =1-0" COLOR TBD OLOR V L2x2 BLACKENED STL ANGLE, TO VERTICAL SUPPORT, TYP MT2x3 BLACKENED STL "T" CHAIR RAIL VERTICAL SUPPO CHAIR WALL TOP CONNECTION DETAIL BOLT RT A4.01 Scale: 6" =1'-0" CHAIR RAIL VERTICAL SUPPORT 1" THICK STRUCTURAL GLASS SHELVING L2x2 ADJUSTABLE SHELF SUPPORT PREDRILLED HOLES FOR ADJUSTABLE SHELF SUPPORT ATTACHMENT CHAIR WALL SHELF CONNECTION DETAIL Scale: 6" =1'-0" Y // /( // � LJ CHAIR RAIL VERTICAL SUPPORT L2x2 BLACKENED STL ANGLE 1/2" BLACKENED STL BAR CONTINUOUS SPACER L2x2 BLACKENED STL ANGLE MT2x3 BLACKENED STL "T", BOLT TO EXISTING CONCRETE SLAB AND VERTICAL SUPPORT, TYP FLOOR CONNECTION PER STRUCTURAL CHAIR WALL BASE CONNECTION SECTION DETAIL Scale: 6" =11-0" Nb ox.vi V! 0 TEL 425 827 2100 Kirkland 1 WA 1 98033 www.FHOARCH.COM 5209 Lake Washington Blvd NE 1 Ste 200 N Q z o g W O et gt a W J CD INN _I Z Z ° e J maZa co E w O 1 /1 L2x2 BLACKENED STL ANGLE JJYi .3 V{� 1 7 71. RECEIVED CITY OF TUI WILA r CONTINUOUS SPACER L2x2 BLACKENED STL ANGLE SEP 20 2016 PERMIT CENTER CHAIR WALL BASE CONNECTION PLAN DETAIL MT2x3 BLACKENED STL '7, BOL EXISTING CONCRETE SLAB AND VERTICAL SUPPORT, TYP \4.0� Scale: 6" =1-0" REV DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS 1 BUILDING PERMIT 09/15/2016 RESUBMITTAL #1 RAW � ED FOR CO.ONIPLIANCE APIROVED M••`26 2016 e. " fpf Tukwila G DIVISION UI C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthoriaksoi@fhoarch.com.rvt INTERIOR ELEVATIONS A4.01 fleECY NUMBER: A16.366 06/24/16 13Lt: © FREIHEIT & HO ARCHITECTS, INC., P.S. EXISTING METAL WALL FLASHING TO REMAIN NEW PREFINISHED METAL COPING SIDING PER ELEVATION DRAINAGE MAT WEATHER RESISTIVE BARRIER 3/4" WR PLYWOOD SHEATHING OVER EXISTING FINISH; FASTEN SHEATHING TO EXISTING FRAMING EXISTING FRAMING TO REMAIN 3/4" WR PLYWOOD SHEATHING OVER EXISTING FINISH; FASTEN SHEATHING TO EXISTING FRAMING EXISTING CMU WALL TO REMAIN 10 A6.09) NEW 6" MIL STUD FRAMING. ALIGN FACE OF STUD WITH EXISTING FINISH ABOVE NEW CONCRETE SIDEWALK SLOPE 2% 4- MAIN ENTRANCE C LEVEL 01 0" 41 A5.00 Scale: 1/2" =1'-0" EXISTING METAL ROOFING TO REMAIN; PAINT (COLOR TBD) COPING SIDING PER ELEVATION DRAINAGE MAT WEATHER RESISTIVE BARRIER 3/4" WR PLYWOOD SHEATHING OVER EXISTING FINISH; FASTEN SHEATHING TO EXISTING FRAMING EXISTING FRAMING TO REMAIN 3/4" WR PLYWOOD SHEATHING OVER EXISTING FINISH; FASTEN SHEATHING TO EXISTING FRAMING EXISTING CMU WALL TO REMAIN EXISTING STOREFRONT TO REMAIN EXISTING CMU TO REMAIN, PAINT COLOR TBD EXISTING SIDEWALK TO REMAIN LEVEL 01 WALL SECTION AT EXISTING TALL WINDOW Scale: 1/2" = 0" EXISTING METAL ROOFING TO REMAIN; PAINT (COLOR TBD) SIDING PER ELEVATION ��- DRAINAGE MAT WEATHER RESISTIVE BARRIER 2 A6.00y A6.00 3/4" WR PLYWOOD SHEATHING OVER EXISTING FINISH; FASTEN SHEATHING TO EXISTING FRAMING EXISTING WALL FINISH TO REMAIN EXISTING FRAMING TO REMAIN EXISTING CMU WALL TO REMAIN SIM EXISTING STOREFRONT TO REMAIN EXISTING CMU TO REMAIN, PAINT COLOR TBD EXISTING SIDEWALK TO REMAIN LEVEL 01 psi n15.11 .1,17..A.y 7 EAST WALL AT IDEA CENTER - EXISITING 0" _.:O� Scale: 1/2" =l'-0" EXISTING METAL ROOFING TO REMAIN; PAINT (COLOR TBD) COPING SIDING PER ELEVATION DRAINAGE MAT WEATHER RESISTIVE BARRIER 3/4" WR PLYWOOD SHEATHING OVER EXISTING FINISH; FASTEN SHEATHING TO EXISTING FRAMING EXISTING WALL FINISH TO REMAIN EXISTING FRAMING TO REMAIN EXISTING CMU WALL TO REMAIN 16-0" (E) SOFFIT FRAMING 0. EXISTING STOREFRONT TO REMAIN EXISTING CMU TO REMAIN, PAINT COLOR TBD NEW CONCRETE SIDEWALK SLOPE 2% LEVEL 01 -- 1----I 11 0" RECEIVED CITY OF Tu K\At WALL SECTION AT MAIN ENTRY - NEW WORK A5.00 Scale: 1/2" =1'-0" C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksorn@fhoarch.com.rvt A5.00 SEP 2 0 2016 Uf..' %a9 2r�e 0fa.r,, ,RS.! 228 2-88 888 mem „..e ta 888 8,, tii .. i::ir 4,488 888 228 8 8 888 8e2 2 ,V'ry�f�': , to TEL 425 827 2100 WA 1 98033 www.FHOARCH.COM 5209 Lake Washington Blvd NE 1 Ste 200 1 IGrkland Ism Thu^, `rt84, 8f4'148 N z2 Ell 'A' � a z O O °� 0 OC E tW :31 Z J INN:11 maal 2a re O M 1 5951 SOUTH 180TH STREET 2 Ig! 22 2 88 8-28 4888 rrt^ras, . 828 . 2-88 888 8 r'' 6:i t` e REVIy, DE G, SEIZaAP ids a'I.. a C., �^ V,; s,re r CI������IVISIO BUILD PROJECT NUMBER: A16.366 FREIHEIT & HO ARCHITECTS, INC., P.S. rtI GxP (4911 REV DESCRIPTION • DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS 1 BUILDING PERMIT 09/15/2016 RESUBMITTAL #1 FOR MPLIANCE VED 2016 WALL SECTIONS 3t S DRAINAGE GAP, TYP DRAINAGE GAP, TYP 2"x2" EXTERIOR GRADE B OR BETTER CEDAR BOARD, NATURAL FINISH; FASTEN TO STL ANGLES EA END W/ FLAT HEAD SCREWS, TYP �? Y' T�r✓�'r')�1� > ', r'��j'i>i �»7`-1Z; „ �r=,t iG 2"x2" EXTERIOR GRADE B OR BETTER CEDAR BOARD, NATURAL FINISH; FASTEN TO STL ANGLES EA END W/ FLAT HEAD SCREWS, TYP .. �.vJ.[lcf5t' �i4:v�Lr'l.E'N�RL II•. / iG.V.`NtA`LYJZL^d'!' L2" "x2" "x " STL ANGLE EA END. PAINT COLOR TBD; FASTEN TO EXISTING CMU WALL W/ HEX BOLTS VEW COPING TO MATCH EXISTING MTL ROOFING, PAINT TBD SLIP SHEET -ITSAFF NEATHER RESISTIVE BARRIER DREFINISHED METAL FLASHING 3/4" WR PLYWOOD SHEATHING ATTACHED THROUGH EXISTING EXTERIOR FINISH EXISTING CORNICE TO REMAIN CONT MTL CLEAT 2x4 CEDAR TRIM SIDING PER ELEVATION WEATHER RESISTIVE BARRIER DRAINAGE MAT L2" "x2" "x " STL ANGLE EA END. PAINT COLOR TBD; FASTEN TO EXISTING CMU WALL W/ HEX BOLTS sal Lig 44 . C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL HORIZONTAL METAL PANEL. BOD: AEP SPAN PRESTIGE SERIES 22 GAUGE 12" NO REVEAL - 2 PENCIL RIBS COLOR: COOL RED WEATHER RESISTIVE BARRIER, LAP INTO EXISTING WINDOW JAMB 3/4" WR PLYWOOD SHEATHING 6" METAL STUD FRAMING ANGLE COVER TRIM FOR CLOSURE PER MFR, TYP OUTSIDE CLOSURE, SEALED & SECURED WITH SEALANT PER MFR, TYP C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL BACKER ROD & SEALANT, TYP FLASHING DETAIL Scale: 1 1/2" =1-0" 7.5 :azzs:.ccs :Mas.,.ee1..,2Ms:.S SSTL MTL GUTTER. SLOPE PER PLAN STL CANOPY PER STRUCTURAL ALIGN BOTTOM BOARD WITH EXISTING STOREFRONT HEAD EXISTING STOREFRONT TO REMAIN CONNECTION TO EXISTING BUILDING PER STRUCTURAL EXISTING STOREFRONT TO REMAIN DECORATIVE WOOD FACADE - WEST DECORATIVE WOOD FACADE - NORTH Scale: 1 1/2" =1'-0" HORIZONTAL METAL PANEL. BOD: AEP SPAN PRESTIGE SERIES 22 GAUGE 12" NO REVEAL - 2 PENCIL RIBS COLOR: COOL RED C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL SOFFIT DETAIL Scale: 1 1/2" = 1'-0" MAINTAIN EXISTING SOFFIT VEN- SIDING PER ELEVATION DRAINAGE MAT WEATHER RESISTIVE BARRIER 3/4" WR PLYWOOD SHEATHING ATTACHED THROUGH EXISTING EXTERIOR FINISH NEW 6" MTL STUD FRAMING, ALIGN FACE OF STUD WITH EXISTING FINISH ABOVE DRIP FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL 3/4" WR PLYWOOD SHEATHING WEATHER RESISTIVE BARRIER EXTERIOR WALL DETAIL Scale: 1 1/2" =1-0" C'1' tii Oi ti SEALANT & BACKER ROD 3 5/8" METAL STUD FRAMING 2" DIA DOWNSPOUT, CONNECT TO EXISTING DRAIN LOCATION WEATHER RESISTIVE BARRIER, LAP INTO EXISTING WINDOW JAMB SIDING PER ELEVATION DRAINAGE MAT 3/4" WR PLYWOOD SHEATHING 6" METAL STUD FRAMING COLUMN PER STRUCT 3 5/8" METAL STUD FRAMING w vcYtaa•`rs' LL�� C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL HORIZONTAL METAL PANEL. BOD: AEP SPAN PRESTIGE SERIES 22 GAUGE 12" NO REVEAL - 2 PENCIL RIBS COLOR: COOL RED WEATHER RESISTIVE BARRIER, LAP INTO EXISTING WINDOW JAMB C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL 2 A6.00 WOOD FURRING SIDING PER ELEVATION 2x TRIM TO MATCH ADJACENT SIDING MATERIAL AND FINISH SIDING PER ELEVATION DRAINAGE MATT EXTERIOR WALL DETAIL Scale: 1 1/2" =1'-0" C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL HORIZONTAL METAL PANEL. BOD: AEP SPAN PRESTIGE SERIES 22 GAUGE 12" NO REVEAL - 2 PENCIL RIBS COLOR: COOL RED WEATHER RESISTIVE BARRIER, LAP INTO EXISTING WINDOW JAMB 3/4" WR PLYWOOD SHEATHING 6" METAL STUD FRAMING ANGLE COVER TRIM FOR CLOSURE PER MFR, TYP OUTSIDE CLOSURE, SEALED & SECURED WITH SEALANT PER MFR, TYP C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL BACKER ROD & SEALANT, TYP L!' t:hP ,«,.v; F,a 111 t! f' r d� 64! 4, r,- 4414 r 44 4a d'4: 005� k4.*! f�et61 q;.4 04;466 PL "x2" STL BAR TOP CAP. PAINT COLOR TBD; WELD EA END TO STL ANGLE SIDING PER ELEVATION DRAINAGE MAT 2"x2" EXTERIOR GRADE B OR BETTER CEDAR BOARD, NATURAL FINISH; FASTEN TO STL ANGLES EA END W/ FLAT HEAD SCREWS, TYP 4= .SET.^.17.05WIA SIDING PER ELEVATION DRAINAGE MAT WEATHER RESISTIVE BARRIER WEATHER RESISTIVE BARRIER EXISTING SOFFIT FRAMING TO REMAIN r� ro-:.csesama 3/4" WR PLYWOOD SHEATHING ATTACHED THROUGH EXISTING EXTERIOR FINISH MAINTAIN EXISTING SOFFIT VENT 3/4" WR PLYWOOD SHEATHING ATTACHED THROUGH EXISTING EXTERIOR FINISH 2x TRIM TO MATCH ADJACENT SIDING MATERIAL AND FINISH SEALANT & BACKER ROD SIDING PER ELEVATION DRAINAGE MAT NEW 6" MTL STUD FRAMING. ALIGN FACE OF STUD WITH EXISTING FINISH ABOVE L2" "x2" "x " STL ANGLE EA END. PAINT COLOR TBD; FASTEN TO EXISTING CMU WALL W/ HEX BOLTS WOOD FURRING 10MATERIAL ALIGNMENT DETAIL PL "x2" STL BAR TOP CAP. PAINT COLOR TBD; WELD EA END TO STL ANGLE EXISTING SOFFIT CONNECTION Scale: 1 1/2" =1-0" PREFINISHED METAL FLASHING CONT METAL CLEAT EXISTING SOFFIT TO REMAIN, PAINT MAINTAIN EXISTING SOFFIT VENT WITH INSECT SCREEN WEATHER RESISTIVE BARRIER 3/4" WR PLYWOOD SHEATHING WOOD FURRING 6" METAL STUD FRAMING C � `j ��I%i»»>'»»»»»> iI • 11*414.: I EXTERIOR WALL DETAIL Scale: 1 1/2" =1'-0" C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL HORIZONTAL METAL PANEL. BOD: AEP SPAN PRESTIGE SERIES 22 GAUGE 12" NO REVEAL - 2 PENCIL RIBS COLOR: COOL RED WEATHER RESISTIVE BARRIER, LAP INTO EXISTING WINDOW JAMB ANGLE COVER TRIM FOR CLOSURE PER MFR, TYP OUTSIDE CLOSURE, SEALED & SECURED WITH SEALANT PER MFR, TYP C -METAL FLASHING PER MFR. COLOR TO MATCH ADJACENT METAL PANEL BACKER ROD & SEALANT, TYP 14!' 4, 44 4;• z 0 0:4a{^ 46 44;46'4q' TEL: 425 827 2100 IGrkland 1 WA 1 98033 www.FHOARCH.COM 5209 Lake Washington Blvd NE 1 Ste 200 CD 4J iserC ca 14 wazwm�uv���r •651. s vs tzsts� aramrsur.YL:ru L217.LM ialt4. SIDING PER ELEVATION WOOD FURRING DRAINAGE MAT WEATHER RESISTIVE BARRIER 3/4" WR PLYWOOD SHEATHING 6" MTL STUD WALL PREFINISHED MTL BASE FLASHING NEW FOOTING PER STRUCT ALIGN BOTTOM BOARD WITH EXISTING STOREFRONT HEAD SEALANT & BACKER ROD SIDING PER ELEVATION DRAINAGE MAT WEATHER RESISTIVE BARRIER 3/4" WR PLYWOOD SHEATHING WOOD FURRING 6" METAL STUD FRAMING MITRE CORNER EXISTING STOREFRONT TO REMAIN DECORATIVE WOOD ACCENT Scale: 1 1/2" =1'-0" 11 EXTERIOR WALL BASE DETAIL C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksoi@fhoarch.com.rvt SEALANT & BACKER ROD 2X TRIM TO MATCH ADJACENT SIDING MATERIAL AND FINISH WEATHER RESISTIVE BARRIER, LAP INTO EXISTING WINDOW JAMB SIDING PER ELEVATION DRAINAGE MAT v�vtv41/2 vvvvtv�vlisv1` EXTERIOR WALL DETAIL Scale: 1 1/2” =1-0" ,+rix4 44 44460 %a44' e. 4. 0 0t��J� 4'04,4! '�}" �t!�.e0 .00 4?` '6 0 GiY J P Ww'- Z m q co t/i a 30 2 t 0 ca 1—pW�- cc � i:i � gill W J o I I; 'I J 'Z a a m co 2 It O m _ i 5951 556 a sou41. a auk; e4! .4k".. 1! 0 0 44! REV 0.474 a, '66e0. '66 42 44! 4: 4 4444.0 441440 art, SIDING PER ELEVATION 2x TRIM TO MATCH ADJACENT SIDING MATERIAL AND FINISH SIDING PER ELEVATION DRAINAGE MAT 3/4" WR PLYWOOD SHEATHING 6" METAL STUD FRAMING RECEIVED CITY OF TUKWILs SEP 2 0 2016 PERMIT CENTER DESCRIPTION PRELIMINARY PRICING SET PRELIMINARY PRICING SET REVISION BUILDING PERMIT DOCUMENTS BUILDING PERMIT RESUBMITTAL #1 IEWED FOR COMPLIANCE APPROVED .E.14`a' 4 E3„,, ,�5 'p 2 6 2016 404 4 .0 046 j "ty of Tukwila ING DIVISI DATE 06/27/2016 07/01/2016 07/29/2016 09/15/2016 DETAILS 6.00 ' ? PROJECT NUMBER: A16.366 ,�,g1 <4:„ ! ©FREIHEIT & HO ARCHITECTS, INC., P.S. SEISMIC CLIP SEISMIC CLIP "ATTACHED WALL" OPTION PERIMETER EDGE ANGLE CLIP @ SUSPENDED CEILINGS Scale: 3" =1'-0" "UNATTACHED WALL" OPTION TO STRUCTURE ABOVE lilir� y MAIN RUNNER ill CROSS RUNNER • i INSTALL #12 GA. VERTICAL WIRE AT 4'-0" O.C. CONNECTED TO MAIN RUNNER & STRUCTURE ABOVE. INSTALL AN APPROVED COMPRESSION POST FLUSH WITH TOP OF CLG. GRID & STRUCTURE ABOVE. SPRING CLIP CROSS RUNNER 45 DEGREES TYP. INSTALL #12 GA. WIRE CROSS BRACING IN EACH PLANE OF MAIN RUNNER AT 12'-0" O.C. AT 45 DEGREE ANGLES IN BOTH DIRECTIONS WITH THE FIRST POINT WITHIN 6'-0" FROM EACH WALL. MAIN RUNNER NOTE: 1. INSTALL AS REQUIRED UNDER AS ASTM C635 & C636 PER IBC 2504 & N.W.C.B. TECHNICAL DOCUMENT #401 2. SUPPORTING WIRES TO BE GUAGED AND SPACED PER ASTM C841 TABLE 3. 3. PROVIDE LIGHT FIXTURE SUPPORT ATTACHMENT PER ASTM E580. SUSPENDED CEILING BRACING Scale: 12" =1'-0" STRUCTURAL DECK STL. STUD SLIP JOINT, ALLOW FOR 1/2" DEFLECTION MIN. PARTITION WALL PER SCHEDULE CEILING PER PLAN TYPICAL N.L.B. PARTITION BRACING TO STRUCTURE Scale: 3" =1-0" S DIAGONAL BRACING (MATCH WALL STUD GAUGE) @ 96" O.C., FASTEN TO STRUCTURE ABOVE CEILING CONT. L -METAL TRIM WALL CONSTRUCTION PER PLAN CONT. STEEL RUNNER CHANNEL, ANCHOR TO SLAB W/ 0.146" DIA. POWDER ACTUATED FASTENER @ 36" O.C. WALL BASE FLOORING 1 TYPICAL N.L.B. PARTITION FRAMING A6.01 Scale: 3" =1'-0" CONTINUOUS ANGLE AT WALL EDGE TYPICAL 10 GA HANGER WIRES AT 4'-0" ON CENTER MAXIMUM EACH WAY (TYPICAL) 10 GA LATERAL BRACING WIRES 2'-0" MAXIMUM FROM CHANNEL INTERSECTION AT APPROXIMATELY 45° IN EACH DIRECTION. LOCATED ON A 8'-0" X 12'-0" O.C. GRID AND A MAX. 6'-0" FROM WALLS. SUSPENDED GWB CEILING Scale: 1/4" =1'-0" 10 GA WIRE HANGERS AT PERIMETER SUPPORTING MAIN RUNNERS AND CROSS RUNNERS 8" MAX FROM EDGE. RECESSED LIGHT FIXTURE (WHERE OCCURS) MAIN RUNNERS: 1 1/2" COLD ROLLED CHANNELS AT 4'-0" ON CENTER MAXIMUM 7/8" X 22 GA GALV. HAT FURRING CHANNEL AT 2'-0" O.C. MAX. 5/8" TYPE 'X' GWB PER REFECTED CEILING PLAN 8 SUSPENDED CEILING @ WALL A6,01 Scale: 3" =.1'-0" PARTITION WALL PER PLAN PERIMETER EDGE ANGLE CLIP SUSPENDED ACOUSTICAL CEILING PER RCP 5\ STUD BACKING STL. STUDS 16GAUGE X6" STEEL PLATE TACK WELDED OR SCREWED TO STUDS. PLATE MUST EXTEND OVER THREE STUDS MIN. A6.01 Scale: 1 1/2" =1'-0" STL. STUD BRACE @ 7'-0" O.C. MAX. TO STRUCTURE ABOVE. OPTION: INSTALL WIRE CROSS BRACING @ 7'-0" O.C. STL. STUD SLIP JOINT, ALLOW FOR 1/2" DEFLECTION MIN. PARTITION WALL PER SCHEDULE CEILING PER PLAN 2 TYPICAL N.L.B. PARTITION BRACING ABOVE CEILING Scale: 3" =1'-0" • R 14 PARTITION WALL SECTION DETAIL 2X10 SOLID WOOD CAP, STAIN REFER TO STRUCTURAL FOR BASE CONNECTION A6.01 Scale: 1 1/2" =1'-0" AV o WALL TO COPING TRANSITION \.6•0.% Scale: 1 1/2" =1'-0" COPING TO WALL TRANSTION ns.ot Scale: 1 =1'-0" A6,01 Scale: 1 1/2" =1'-0" 6, 24 GAUGE GALV. FULLY SOLDERED, SHEET METAL SADDLE FLASHING WEATHER RESISTIVE BARRIER, LAP OVER FROM ABOVE, TUCK UNDER FROM BELOW. CONTINUOUS H.T. SELF-ADHESIVE FLEXIBLE FLASHING OVER & UNDER SADDLE FLASHING SADDLE FLASHING - FRAMED WALL TO FRAMED WALL \A6.01y Scale: 1" =1'-0" FLASHING SADDLE TYPICAL EXTERIOR WALL SYSTEM, SEE SECTION EXTERIOR CLADDING EXTERIOR WALL TWO-PIECE REGLET FLASHING WHERE NOTED TYPICAL ROOF CONSTRUCTION, SEE SECTIONS PARAPET / WALL TRANSITION FLASHING Scale: 3/4" =1'-0" MEMBRANE ROOFING K STYLE GUTTER CONNECTION TO EXISTING BUILDING PER STRUCTURAL A 8'-0" i SLOPE 1/4" PER FOOT 3 15/16" { i METAL DECKING PER STRUCTURAL HSS PER STRUCTURAL BEAM PER STRUCTURAL CHANEL PER STRUCTURAL 10'8" 11 CANOPY AT ENTRANCE A6.01 Scale: 1 1/2" =1'-0" i RECEIVED CITY OF T UKWILA SEP 2 0 2016 PERMIT CENTER COMPOSITE DESIGN FOR NON-STRUCTURAL STEEL PARTITIONS 30 MILS STUDS @ 5PSF (25 GA NOMINAL) STUD SIZE STUD SPACING LIMITING WALL HEIGHT 162S125 (1-5/8") 12" 9'-11" 16" 9'-2" 24" 8'-3" 250S125 (2-1/2") 12" 13'-2" 16" 12'-1" 24" 10'-9" 350S125 (3-5/8") 12" 17'-1" 16" 151-8" 24" 14'-0" 4005125 (4") 12" 19'-0" 16" 11-6" 24" 15'-T" 600S125 (6") 12" 25'-6" 16" 23'-2" 24" 20'-3" 33 MILS STUDS @ 5PSF (20 GA NOMINAL) STUD SIZE STUD SPACING LIMITING WALL HEIGHT 162S125 (1-5/8") 12" 10'-4" 16" 9'-8" 24" 8'-9" 250S125 (2-1/2") 12" 13'-11" 16" 12'-10" 24" 11-7" 350S125 (3-5/8") 12" 17'-10" 16" 16'-5" 24" 14'-9" 400S125 (4") 12" M 19'-11" 16" 18'-4" 24" 16-5" 600S125 (6") 12" 26'-9" 16" 24'-6" 24" 21'-7" NOTES: • ASSUMED ALLOWABLE DEFLECTION = L/240 • PROVIDE STUD BRIDGING AS REQUIRED BY GOVERNING CODES AND REGULATIONS BASED ON SSMA ICBO ER -4943P AND INDUSTRY TECHNICAL NOTE 4, NOVE. 2001 tte 41. El el 0 co e fie! 0 +„ TEL: 425 827 2100 0 u 0 w 5209 Lake Washington Blvd NE 1 Ste 200 fa® 4122111 Mba aiZal y WZ 2 Q ° a co, o E � 0 OG LITW � . W Z CD ImZ _ > � Z y maa • E oc o I 1 5951 SOUTH 180TH STREET 0.00 u fix:: iii! e .0 s; ; el REV DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION BUILDING PERMIT 07/29/2016 DOCUMENTS BUILDING PERMIT 09/15/2016 RESUI3ML AL #1 'WED FOR COiOMPLIANCE PROVED 2 6 2016 of Tukwila NG DIVISIO C:\Users\dthorlakson\Documents\A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksop@fhoarch.com.rvt DETAILS 6.01 PROJECT NUMBER: A16.366 n © FREIHEIT & HO ARCHITECTS, INC., P.S. -SfORAG (E) ACT +11'.2"AFF KIDS 108 R -+-D R- D I f - -1 STORAGE (CP -06- 0 SALES -1'03- (1N00D BOARD OFFICE 102 0 /GWB 14-0" AFF 1h 1;f I'1 I:3 111 ;i r I- -- CI I IjI 1i 11 V f,1 j fII I;1 Ijf � i CP r ' I ' II 1 1 11 1 II 1 1 11 1 1 11 1 L__JL__IL__JL__IL__1 EQ 3'-1" 3'-1" 3'-1" EQ / EXISTING STOREFRONT OPENING 1 REFLECTED CEILING PLAN b tbO?& A7.00 Scale: 1/8" =1'-0" 0 4' 8' 16' I 1 1 I RCP GENERAL NOTES 1. ALL NEW SWITCHES SHALL BE AT 48" A.F.F. UNLESS NOTED OTHERWISE. 2. SEE DETAIL 5/A6.0 FOR ACOUSTIC CEILING SUPPORT AND BRACING. IN LIEU OF 2" PERIMETER TRACK USE ARMSTRONG BERC CLIP PER 6/A6.0. SEE DETAIL 10/A6.0 FOR GWB CEILING SUPPORT AND BRACING. 3. MODIFY SPRINKLERS AS REQUIRED FOR NEW CEILINGS; SPRINKLER SYSTEM TO BIDDER -DESIGNED AND UNDER A SEPARATE PERMIT. 4. ALL SWITCH PLATES, TOGGLES, AND DIMMERS SHALL MATCH BUILDING STANDARD. 5. IN RECEPTION, OPEN OFFICE, CONFERENCE, AND BREAK AREA, ALL ROOF STRUCTURE, DUCTING, AND SPRINKLER LINES TO BE PAINTED (P-2) PER FINISH PLAN. 6. CONTRACTOR TO PROVIDE AND INSTALL ALL FIRE ALARMS, DETECTION DEVICES & HORN/STROBES. PROVIDE EMERGENCY LIGHTING THROUGHOUT OFFICE. 7. ALL MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS TO BE BIDDER -DESIGNED. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR PREPARATION OF DESIGN PLANS AND ENGINEERING AND PERMITS. 8. HVAC NOISE CRITERIA: 1. DISCHARGE SOUND BASED ON FOLLOWING ARI 885 ATTENUATION CONDITIONS: A. ENVIRONMENTAL EFFECT: PER ARI 885 B. ROOM EFFECT: 3000CU. FT. SPACE, 10 FT. FROM SOURCE. 1) 0.5"SP: NC21 2) 1.0 SP: NC 25 2. RADIATED SOUND A. BASED ON THE FOLLOWING ARI 885 ATTENUATION CONDITIONS: 1) ENVIRONMENTAL EFFECT: PER ARI 885 2) DUCT LINING: 5 FT. OF ONE INCH FIBERGLASS 3) END REFLECTION: 8 INCH TERMINATION TO DIFFUSER 4) FLEX DUCT: 5 FT. B. ROOM EFFECT: 3000 CU. FT. SPACE, 10 FT. FROM SOURCE 1) 0.5" SP; NC 21 9. PROVIDE TRAPEZE PIPE HANGERS FOR SUSPENDED PLUMBING PIPE. 10. VERIFY FIELD CONDITIONS AND LOCATIONS OF ALL PLUMBING, MECHANICAL, DUCTS, STRUCTURAL ELEMENTS AND ALL OTHER RELATED ITEMS. INSTALL NEW PLUMBING, MECHANICAL, FANS, DUCTS, CONDUITS, AND OTHER RELATED ITEMS SO AS NOT TO CONFLICT WITH ANY/ALL FIELD CONDITIONS INCLUDING LUMINARIES. 11. ALL G.W.B. CEILINGS TO BE FINISHED TO LEVEL 4 PER FA -214. 12. LIGHT FIXTURES NOT LOCATED ON PLAN ARE TO BE CENTERED IN CEILING OF ROOM. 13. ALL LAMPS TO HAVE 3500K COLOR TEMPERATURE. 14. MULTIPLE SWITCHES AT ONE LOCATION SHALL BE GANGED TOGETHER AND COVERED FINISHED WITH ONE COVER PLATE U.N.O. 15. PROVIDE ADDITIONAL SWITCHING CONTROL REQUIRED BY NREC. 16. LIMIT SWITCH CONTROL TO 80% LOAD OF A 20 AMP CIRCUIT. PER NREC 1513.2 17. WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE INTERIOR LIGHTING SUMMARY ATTACHED SEPARATELY. 18. REPAIR ALL DAMAGED OR DISCOLORED GWB CEILING. 19. SUBMIT HVAC PLAN SHOWING DIFFUSERS, RETURNS, THERMOSTAT, AND OTHER FIXTURE AND ELEMENT LAYOUTS TO ARCHITECT AND TENANT FOR REVIEW PRIOR TO PERMITTING. 20. NOTIFY ARCHITECT OF ANY CONFLICTS OF LIGHT FIXTURE LOCATIONS WITH MAIN RUNNERS, DUCTS, SPRINKLERS, HVAC, AND/OR EXISTING CONDUIT, PRIOR TO FRAMING FOR LIGHTS. ANY DISCREPANCIES BETWEEN ARCHITECTS PROPOSED CEILING GRID/PANEL LOCATIONS AND ACTUAL FIELD CONDITIONS ARE TO BE CLARIFIED WITH THE ARCHITECT PRIOR TO FRAMING. 21. RETAIN EXISTING LIGHT FIXTURES FOR REUSE. - 22. RELOCATE EXISTING TRACK LIGHTING W/IN SHOWROOM PER TENANT DIRECTION. 23. MODIFY EXISTING DIFFUSERS, SPINKLERS, AND SPEAKERS AS REQUIRED TO COORDINATE WITH NEW WORK. 24. UPDATE EXISTING CEILING GRID PER DETAILS 7/A6.01 & 12/A6.01. KEYNOTE LEGEND CP -01 EXISTING 2'X2' ACT TO REMAIN CP -02 PROVIDE CEILING MOUNTED OUTLETS FOR FULL DISPLAY )PROVIDE 5; COORDINATE LOCATIONS WITH TENANT) CP -03 REMOVE CEILING TILES, GRID SYSTEM TO REMAIN; PAINT EXISTING GRID COLOR TBD; EXISTING LIGHTING TO REMAIN CP -04 PAINT EXISTING SOFFIT, COLOR TBD CP -05 RETAIN EXISTING CEILING SYSTEM THIS ROOM; ADJUST MECH AS REQ'D; PROVIDE/RELOCATE LIGHTING AS REQ'D CP -06 PROVIDE ACT GRID THIS AREA; MATCH EXISTING CP -10 GUTTER, SLOPE EA DIRECTION & TIE INTO EXISTING DOWNSPOUT CP -11 (E) GWB CEILING TO REMAIN CP -12 STEEL FRAMED CANOPY ABOVE PER STRUCTURAL CP -13 RELOCATE EXISTING DIFFUSER, COORDINATE WITH PARTITION WALLS LIGHTING COUNT LIGHT FIXTURE DESCRIPTION 2' x 4' TROFFER LIGHT 2' x 2' TROFFER LIGHT 8' TRACK LIGHT 4' TRACK LIGHT RECESSED CAN LIGHT PENDANT LIGHT EXISTING - 3 LAMPS @ 32 W EACH EXISTING - 3 LAMPS @ 32 W EACH EXISTING - 4 LAMPS @ 25 W EACH EXISTING - 4 LAMPS @ 25 W EACH EXISTING -1 LAMP @ 32 W NEW -TBD DOWNLIGHT WALL WASHER NEW - TBD WATTAGE/FIXTURE NUMBER OF FIXTURES 96 W 96 W 100 W 100 W 32 W NOT TO EXCEED 100W NOT TO EXCEED 100W 61 53 27 73 7 3 RECEIVED CITY OF TUKWILA RCP LEGEND SEP 20 2016 NO WORK THIS AREA EXISTING ACOUSTICAL CEILING TILE GRID NEW ACOUSTICAL CEILING TILE GRID EXISTING TRACK LIGHTING RELOCATED TRACK LIGHTING 2'x4' EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN 2'x2' EXISTING FLUORESCENT LIGHT FIXTURE TO REMAIN PERMIT CENTER 0 PENDANT LIGHT WALL WASHER 2'x4' EXISTING DIFFUSERS TO REMAIN 2'x2' EXISTING DIFFUSERS TO REMAIN 0 EXISTING RECESSED CAN LIGHT R 0 RELOCATED RECESSED CAN LIGHT LIGHT SWITCH - - - INDICATES SWITCHING EXIT SIGN t'd AI w TEL: 425 827 2100 5209 Lake Washington Blvd NE 1 Ste 200 1 Kirkland 1 WA 1 98033 www.FHOARCH.COM ta *21 41) 426/ 111 Zen 5951 CI 61.0 dim r: .srs 6.1 '��: 41 1 BUILDING PERMIT .R SIJ MITTAL #1 REV DESCRIPTION PRELIMINARY PRICING SET PRELIMINARY PRICING SET REVISION BUILDING PERMIT DOCUMENTS RE\`l CQD0^' 41� f S ED FO MPLIANCE OVED 6 2016REF ECTED CEILING PLAN DATE 06/27/2016 07/01/2016 07/29/2016 09/15/2016 Ui it Cr.p. Tukwila BUIL ;' IES DIVISION! ! A7 C:\Users\dthorlakson\Documents\A16-366 -2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksop@fhoarch.com.rvt PROJECT NUMBER: A16-366 w;.t © FREIHEIT & HO ARCHITECTS, INC., P.S. .00 • 4E) (3) (E) RECEIVING 122 527 SF (F) L.. (E)RR •••••••••••• 7713" 7ifr (3) (3) (3) (3) w w 1.1-1 m m (E) OFFICE w m (E) OFFICE m 113 (E) BREAK 'HALL 1:11' 120 SF LLIT.-:w 174 SF (E) 154 SF (E) (E) HALL 112 64 SF (E) OFFICE ---,- 213 SF (E) RR (E) OPE OFFICE 70 SF 115 391 SF (E) . • () • (3) • (3) (3 ) • -(3 ) • , , • . " • - . , " _ , • • _ - ,::: •. , • - " - • _ •::::••::::.,•••••..., ::::,.,i,,,,,,,,•,,•••:,•(::::".",,,,,,,, . 1 - • ; • ..„ ._ , . , - ., - .. I • 1 00 SF • . • . • , ' - m r. • - • . • , • •. • , , ' , ,, • • - ; • „••:) • — • " • w • _ • (E): _ 1 1 , • , • ' • . ; ; • , • • . „ (E) :(E)' • • TV k. . • . KIDS 108 23 SF 100 SF CONFIGURATOR . 6 Yi ;;;;; ,81:3 SFL:r 123 dE) SHOWRQOM_, i 12,091SE-- 7 1o:1 dE) w IDEA CENTER (E) 104 560SF • .6'1) ;i• Anlik .111, (E) , (B) ' ' ,(3)(3) , • 2 • . ' - • '''. 1 , • , . , , 1 • '..1 • , " • ,'.. , COFFEE 105 STORAGE 106 99 SF (E) 24 SF • , , • • •• , . , • 103 . • - • . .... . • • , . , _ , , . • , ' • - ' • • ; . . ' • '. , . ' •. . , • • .. , ' , • , ' , , „ ' ' ' • AE) • • •••"--• , ..... , ... — 1 1 • • • • , I 1 , , , : _ • • ; • • , • • , • , . . , . • , • • - " , , • . . • , . , • ' • • , . • • , , „ • : • , • . • • - • , • „f. . (E) L.' • 1(E) (E) % • • ;".:••••:•:"::•;" A ELECTRICAL REQUIREMENTS PLAN E1.00 C:\Users\dthorlakson Documents1A16-366 -2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksop@fhoarch.comsvt Scale: 1/8" 4 8' 1 1 1 16' ELECTRICAL REQUIREMENTS PLAN GENERAL NOTES 1. EXISTING DIMMER BANK LOCATION TO REMAIN. 6:2 6'2 M 41e.! 62. 4.'..":."; 62, 6! 62 IN1 62 62 62 62'22 C.2 452 62 2 2 62 62 CI, 62 62 462 M. 62 fi! 6;2 V! 6! 2 fid 62 62 2 45-e •6'2 6:2 .660. 6.2 6! 62 62. 64 6'2i .62 6:2 2 2 2 M. t6.2, 662 62 M. 6262 /61,2' 62 62 •62,1 i61", el M. 6! 62 62 6?,,2 :62 6! -62 62 ‘17.2 :62 62 6! 62 2 2 .2 62 62 4.7? 0 6,2 6! 41 442 ! 6262 M, 64 e 62 62 6! 62 61 in't! 62 462 62. 6.2 6,2 62 te, 62 62 r12 62 62 62.. 62. 62 62 62 "2 42! ta 2, ico!. 62. 62 62 :62 6:2 62 f."2 612 te:', t! '612 62 62 62 62 62 4'4 6! 412 62,2 6! 62 -)1U 62 62 '6,2, 4;7,••.; 2 2 gi.f2 0. ai 12 62 62 62 Cs2 catj.5.! 6! 62 0 62 62 62 M. te di 626! 1221 TEL: 425 827 2100 5209 Lake Washington Blvd NE 1 Ste 200 1 Kirkland 1 WA 1 98033 www.FHOARCH.COM ELECTRICAL REQUIREMENTS PLAN LEGEND db WALL MOUNTED DUPLEX RECEPTACLE OUTLET 111 TV FLOOR MOUNTED RECEPTACLE OUTLET 2 -PORT CAT6 DATA (G.C. TO PROVIDE BOX, PULL CORD & CONDUIT; TENANT WILL PROVIDE ALL LOW -VOLTAGE WIRING) TELEPHONE RECEPTACLE TELEVISION COAX OUTLET +x' -x" MOUNTING HEIGHT A.F.F. JUNCTION BOX De Hot in - REV DESCRIPTION PRELIMINARY PRICING SET PRELIMINARY PRICING SET REVISION —Li IT VIEVVEMIlkirs C1011/1min RECEIVE -CD CITY OF TUKWILA SEP 20 2016 PERIVIIT CENTER plppro zak'..1Ep 2 6 2016 fac-f;e: • ?al' M. of T ING DI IT DATE 06/27/2016 07/01/2016 07/29/2016 09/15/2016 LECTRICAL MENT PLAN E1.00 PROJECT NUMBER: A16-366 FREIHEIT & HO ARCHITECTS, INC., P.S. (E) JANITOR 120 PAINT # (E) OFFICE 114 L �A PAINT # (E) OFFICE 113 ,AREA•Rl1GS, - -1 4 FINISH PLAN Scale: 1/8" =1'-0" 0 4' 8' 16' AI FINISH PLAN GENERAL NOTES 1. SUBMIT FINISH SAMPLES TO OWNER FOR APPROVAL PRIOR TO ORDERING MATERIAL. 2. PATCH & REPAIR ALL FLOORS, WALLS, AND CEILINGS AS REQUIRED BY DEMOLITION AND NEW CONSTRUCTION. ALL SURFACES ARE TO BE UNIFORM AND IN "LIKE -NEW" CONDITION. 3. PATCH AND REPAIR FLOORING FINISHES, PAINTED SURFACES, AND BASE AS IS REQUIRED BY CONSTRUCTION TO MATCH EXISTING ADJACENT FINISHES. PROVIDE OWNER WITH SAMPLE FOR APPROVAL PRIOR TO INSTALLING ALL FINISHES. 4. ALL PAINTS MUST BE LOW VOC, SHERWIN WILLIAMS TO MATCH SPECIFIED COLORS. ALL NEW SURFACES REQUIRE (1) COAT PRIMER AND (2) COATS PAINT. 5. USE RUBBER REDUCER STRIP AT ALL DISSIMILAR FLOORING TRANSITIONS TO MATCH SPECIFIED RUBBER BASE. 6. REFER TO REFLECTED CEILING PLAN FOR CEILING FNIISHES. 7. PAINT WALLS ABOVE TRIM LINE TO MATCH CEILING. COLOR TBD. 8. PATCH AND FLOAT EXISTING FLOOR. KEYNOTE LEGEND FN -01 1X4 MDF TRIM BOARD, ALIGN BOTTOM OF TRIM WITH EXISTING WINDOW HEAD FN -02 WALL FINISH TO MATCH AND ALIGN WITH CEILING AND DISPLAY PLATFORM FN -03 SCHLUTER STRIP FN -04 PEDIMAT WALKOFF MATT MODEL BOD FINISH DESCRIPTION ABBY. MATERIAL CPT -1 CARPET 1 CPT -2 CARPET 2 ST -1 STONE TILE 1 WD -1 WOOD SV -1 SHEET VINYL VCT -1 VCT PT -1 PAINT 1 PT -2 PAINT 2 DESCRIPTION FF&E PLAN LEGEND NO WORK THIS AREA TRIM RECEIVED CITY OF TUKWIL, SEP 20 2016 PERMIT CENTER is A'_ V Q.!ao0 88 22228, 26 X12! 1 U M. 06a8 yew.. t .! ca 6;Y 'i . fia } 8 baa a: fee ;^f T.a7 8!? 121 • v.., "'z ? �rcp $ 15::: 6?4„'4 214 6! ' '671'.M a 2'1211 +4!e 2 V!M'611 hied:62 6!,28 2 141'. a' Ca 42 ISE, 2 2.88 Ei 06: r.e r i" +`M `n. 64 {e i. it4 2 444! I fia' 2 00 0 Cad .g:D;! ,!, i ° c:„ te,,,,n 42Go 4,V3 11'm :W11 2 2 1:.61! 111 TEL: 425 827 2100 5209 Lake Washington Blvd PSE 1 Ste 200 1 Kirkland 1 WA 1 98033 www.FHOARCH.COM :1: ZOWWo P ix co 1qCI (11 0 en 112 �oW�_ E W sWa.W J 1-1 J > LA m ‘111 a Ca 2 OC o M C:\Users\dthorlakson\Documents1A16-366 - 2015 - THOMASVILLE URBAN INTERIORS - 20160622_dthorlaksoi@fhoarch.com.rvt q74! e2 y5 r am! 8 61 8 TV. 421 REV DESCRIPTION DATE PRELIMINARY PRICING 06/27/2016 SET PRELIMINARY PRICING 07/01/2016 SET REVISION )E� COMPl?!ii7:i; APP AL#1 vn a�; kka:' `1"'t 2 6 2016 yya.SEP ;1;22! �.!•Fikf! waw FINI "�' 'City of Tukwila FI DIVISION! 07/29/2016 09/15/2016 H PLAN & CHEDULE 1D3900 ELI PROJECT NUMBER: A16-366 r4 © FREIHEIT & HO ARCHITECTS, INC., P.S. STRUCTURAL NOTES GENERAL REQUIREMENTS BUILDING CODE & REFERENCE STANDARDS: The "International Building Code" (IBC), 2015 Edition, as adopted and modified by the City of Tukwila, govems the design and construction of this project. Reference to a specific section in the Code does not relieve the contractor from compliance with the entire materials reference standards noted below. The latest edition of the materials reference standards shall be used. SCOPE OF STRUCTURAL WORK: The proposed project is for the structural engineering for a new entry remodel to an existing retail tenant. The structural scope of the project is to provide engineering and drawings for a new entry canopy, wall bump outs undemeath an existing soffit, and interior partition wall bracing details for stability. DEFINITIONS: The following definitions apply to these general notes: • "Structural Engineer of Record" (EOR) - The structural Engineer who is legally responsible for stamping & signing the structural documents for the project. The EOR is responsible for the design of the Primary Structural System. NOTE PRIORITIES: Notes on the individual drawings shall govem over these general notes. SPECIFICATIONS: Refer to the contract specifications for information in addition to that contained in these notes and the structural drawings. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. ARCHITECTURAL DRAWINGS: Refer to the Architectural drawings for information including, but not limited to: dimensions, elevations, slopes, door and window openings, non-bearing walls, finishes and other nonstructural items. STRUCTURAL RESPONSIBILITIES: The EOR is responsible for the strength and stability of the Primary Structure in its completed state. CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and WSHA. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the structure is completed. It is the contractor's responsibility to be familiar with the work required in the construction documents and the requirements for executing it properly. DISCREPANCIES: In case of discrepancies between these general notes, the contract drawings and specifications, and/or reference standards, the Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Engineer before proceeding with the work. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Engineer before proceeding with the work. All underground utilities shall be determined by the Contractor prior to excavation or drilling. ADJACENT UTILITIES: The contractor shall determine the locations of all adjacent underground utilities prior to excavation. Any utility information shown on the drawings and details is approximate and not necessarily complete. DESIGN CRITERIA CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed construction. WIND DESIGN: Wind Toad is determined using Chapter 27 of ASCE 7-10 in accordance with IBC Section 1609 with the following factors: Basic Wind Speed (3 -Second Gust) Wind Importance Factor lw = 1.0 Exposure Category = B Components & Cladding Pressure =15 PSF V=110 MPH Risk -Category = II GCpi = t0.18 Components & Cladding End Zone Pressure = 20 PSF Analysis Procedure - All Heights per ASCE 7, Table 27.2-1 SEISMIC DESIGN: Earthquake design is determined using Chapter 12 ASCE 07-10 in accordance with IBC Chapter 16 with the following factors: Importance Factor le =1.0 Risk Category= II Ss= 1.434 g Sds = 0.956 g S1=0.535g Sd1=0.535g Site Class = D Seismic Design Category = D DEFLECTIONS: Total Load Deflection Limit: Live load Deflection Limit: L/240 L/360 SUBMITTALS SUBMITTALS: Shop Drawings shall be submitted to the Architect/Engineer prior to any fabrication or construction for all structural items as noted below. Allow one-week for Engineer review time. Reference the individual material sections for specific information required for the submittal. Structural steel The contractor shall review and place a shop drawing stamp on the submittal before forwarding to the Engineer. Submittals shall be made in time to provide a minimum of one week for review by the Engineer. Additional submittals required for this project are specified in the specific sections. If the shop drawings differ from or add to the design of the Structural drawings, they shall bear the seal and signature of the Washington State Registered Professional Engineer who is responsible for the design. ALTERNATES: Alternates for specified items may be submitted to the Engineer for review. SHOP DRAWING REVIEW: Review by the Architect/Engineer is for general compliance with the design concept and the contract documents. Dimensions and quantities are not reviewed by the EOR, and therefore, must be verified by the General Contractor. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures therefrom. The contractor remains responsible for details and accuracy; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a secure manner. When shop drawings (component design drawings) differ from or add to the requirements of the Structural drawings they shall be designed and stamped by the responsible SSE. Allow one week for Engineer review time. NON-STRUCTURAL COMPONENTS: Design, detailing and anchorage of all nonstructural components shall be in accordance with ASCE 7-10, Chapter 13 and the project specifications. Nonstructural components designed by others shall not induce torsional loading into supporting steel structural members without additional bracing of those members to eliminate torsional forces. Torsional bracing shall be designed by the nonstructural component designer and approved by the Engineer. Anchorage to the primary structure is per the bidder -design contractor or supplier. SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." GEOTECHNICAL INSPECTION:. Site soil conditions, fill placement and load-bearing requirements shall be as required by Section 1705.6 and Table 1705.6. Assumed values shall be field verified by the Building Official prior to placing concrete. The Building Official shall be permitted to waive the requirement for a geotechnical investigation where satisfactory data from adjacent area is available that demonstrates an investigation is not necessary for any of the conditions in Sections 1803.5.1-1803.5.6 and Sections 1803.5.10 -1803.5.11. DESIGN SOIL VALUES: (Assumed) Allowable Soil Bearing Pressure 1500 PSF DL + LL 2000 PSF DL + LL + Seismic/wind SLABS -ON -GRADE & FOUNDATIONS: All foundations shall bear on structural compacted fill or competent native soil per the Geotechnical report. All slabs -on -grade shall be founded on appropriate sub -grade preparation as noted in the Geotechnical report. Exterior perimeter footings shall bear not less than 18 inches below finish grade, or by the Geotechnical Engineer and the Building Official. Interior footings shall bear not less than 12 inches below finish floor. COMPACTION: Unless otherwise specified by a Geotechnical Engineer, footings shall be placed on compacted material and shall be well -graded granular material with no more than 5% passing a #200 sieve. Fills placed shall be in maximum 8" lifts and all bearing soils shall be compacted to 95% maximum density at optimum moisture content using the Modified Proctor Test. CAST -IN-PLACE CONCRETE REFERENCE STANDARDS: Conforms to the latest editions of the following: (1) ACI 318 "Building Code Requirements for Structural Concrete and Commentary". (2) IBC Chapter 19. FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP -15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." CONCRETE MIXTURES: Conform to ACI 318 Chapter 5 "Concrete Quality, Mixing, and Placing." MATERIALS: Conform to ACI 318 Chapter 3 "Materials" for requirements for cementitious materials, aggregates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Sec 4.1.2. Submit mix designs for each mix in the table below. TABLE OF MIX DESIGN REQUIREMENTS Member Type/Location Foundations Strength (Psi) 4500 Test Age Maximum Exposure Max Maximum (days) Aggregate Classification W/C Ratio Air Content 28 1" F1, C1 0.45 4.5% MIX DESIGN NOTES: (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Ratios not shown in the table above are controlled by strength requirements. Cementitious Content: The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 Sec 4.2.2 9b. Maximum amount of fly ash shall be 20% of total cementitious content unless reviewed and approved otherwise by EOR. Air Content: Conform to ACI 301 Sec 4.2.2.4. Horizontal exterior surfaces in contact with the soil require entrained air. Use Exposure Category FO, SO, P0, CO unless noted otherwise. Tolerance is +/- 1-1/2%. Air content shall be measured at point of placement. Exposure Classification: The mix design provided shall meet the requirements of ACI 318 Section 4.3, based on the exposure classification indicated in the table above. Slump: Conform to ACI 301 Sec 4.2.2.2. Slump shall be determined at point of placement. (2) (3) (4) (5) FORMWORK: Conform to ACI 301 Sec 2 "Formwork and Form Accessories." Removal of Forms shall conform to Sec 2.3.2 except strength indicated in Sec 2.3.2.5 shall be 0.75 fc. MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Sec 4.3. HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 Sec 5. CONCRETE CURING: Provide curing compounds for concrete as follows: (1) Apply specified curing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous operation by power spray or roller in accordance with manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period. (2) Use membrane curing compounds that will not affect surfaces to be covered with finish materials applied directly to concrete. (3) Apply curing compound at rate equivalent to rate of application at which curing compound was originally tested for conformance to requirements of ASTM C309. (4) Use curing compound compatible with and applied under direction of system manufacturer of protective sealer. (5) All concrete must achieve 2500 PSI compressive strength before being subjected to freezing and thawing cycles. (6) Apply two separate coats with first allowed to become tacky before applying second. Direction of second application shall be at right angles to direction of first. GROUT: Use 7000 PSI non -shrink grout for column base plates. CONCRETE REINFORCEMENT REFERENCE STANDARDS: Conform to: (1) ACI 301 "Standard Specifications for Structural Concrete", Sec 3 "Reinforcement and Reinforcement Supports." (2) IBC Chapter 19, Concrete. (3) ACI 318 and ACI 318R. (4) ACI SP -66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement." (5) CRSI MSP -2 "Manual of Standard Practice." (6) ANSI/AWS D1.4 "Structural Welding Code - Reinforcing Steel." SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, data and drawings." Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars ASTM A615, Grade 60, deformed bars. FABRICATION: Conform to ACI 301, Sec 3.2.2 "Fabrication", and ACI SP -66 "ACI Detailing Manual." PLACING: Conform to ACI 301, Sec 3.3.2 "Placement." Placing tolerances shall conform to Sec 3.3.2.1 "Tolerances." CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3. Concrete cast against earth 3" Concrete exposed to earth or weather (#5 & smaller) 1-1/2" SPLICES & DEVELOPMENT LENGTH: Conform to ACI 301, Sec 3.3.2.7. The splices and development lengths indicated on individual sheets control over the schedule. Use Class B splices unless otherwise noted. Mechanical connections may be used when approved by the EOR. LAP & DEVELOPMENT SCHEDULE (Concrete strength fc = 4500) Bar Designation Lap Length Development Length #4 24" 31" FIELD BENDING: Conform to ACI 301 Sec 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Other bars require preheating. Do not twist bars. CORNERS BARS: Provide matching -sized "L" comer bars for all horizontal wall and footing bars with the appropriate splice length, UNO. STRUCTURAL STEEL DESIGN STANDARDS: Structural steel for this project is designed in accordance with the latest edition of the AISC Steel Construction Manual. REFERENCE STANDARDS: Conform to: (1) AISC "Code of Standard Practice for Steel Buildings & Bridges." (2) RCSC "Specification for Structural Joints using ASTM A325 or A490 Bolts." (3) AWS D1.1 "Structural Welding Code - Steel." (4) AISC 341 "Seismic Provisions for Structural Steel Buildings? (5) ASCE 3 "Standard for the Structural Design of Composite Slabs." SUBMITTALS: (1) Submit shop drawings in accordance with AISC Specification Sec M1 "Shop and Erection Drawings." (2) Submit welder's certificates verifying qualification within past 12 months. MATERIALS: HSS Structural Tubing Other Structural Shapes Threaded Rods Bolts Welding Electrodes Expansion Anchors Concrete Screws ASTM A500, Grade B, Fy = 46 ksi ASTM A36, Fy=36 ksi ASTM A36, Fy = 36 ksi ASTM A325 E70XX Hilti Kwik Bolt TZ Simpson TITEN HD WELDING: Conform to AWS D1.1. Welders shall be certified in accordance with AWS and WABO requirements. Use E70 electrodes of type required for materials to be welded. FABRICATION/ERECTION: Conform to AISC Specification Sec M2 "Fabrication", AISC Code Sec 6 "Fabrication and Delivery" and AISC Code Sec 8 "Quality Control." The fabricator and erector shall maintain a quality control program to the extent deemed necessary so that all of the work is performed in accordance with this Code, the AISC Specification, contract documents and project specifications. SHOP PAINTING: Conform to AISC 360, AISC Specification Sec M3, and AISC Code Sec 6.5. Do not paint steel to be. Do not paint surfaces to be field welded or where slip -critical bolts are specified. All exposed exterior steel shall be painted with an exterior multi -coat system as per the Architect or project specifications. Field touch-up painting shall be with primer for exposed interior surfaces and as per the Architect or project specifications for exposed exterior surfaces. GALVANIZING: All exposed steel outside the building envelope shall be hot -dipped galvanized. Apply field touch-ups per project specifications. ERECTION: Conform to AISC Specification Sec M4 "Erection" and AISC Code Sec 7 "Erection." Steel work shall be carried up true and plumb within the limits defined in AISC Code Sec 7.11. BRACING: The contractor shall provide temporary bracing by AISC Specification Sec M4.2 "Bracing" and AISC Code Sec 7.10 "Temporary Support of Structural Steel Frames." COLD -FORMED STEEL FRAMING REFERENCE STANDARDS: Conform to: (1) AISI "Specification for the Design of Cold -Formed Steel Structural Members." (2) IBC Section 2210 and 2211. (3) AWS D1.3 "Structural Welding Code - Sheet Steel." SUBMITTALS: Submit structural calculations and shop drawings stamped by the SSE. Reference DEFERRED SUBMITTALS above for additional information. Shop drawings shall indicate member sizes, spacing, and materials; shop and field assembly details and connections; type and location of bolts, welds and other fasteners; design live and wind loads; bracing or diaphragm design to resist lateral loads. Submit product data and proof of ICC approval for framing members and fasteners. DEFERRED SUBMITTALS: Submit product data and proof of ICBO approval for framing members and fasteners that have been designed by others. Submit calculations prepared by the SSE in the state of Washington for all members and connections designed by others along with shop drawings. All necessary bridging, blocking, blocking panels and web stiffeners shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits shall be as noted under DESIGN LOADS section. Products included are: Prefabricated roof trusses: Shop drawings shall provide for shapes, bearing points, intersections, hips, and valleys shown on the drawings. The manufacturer shall provide special hip, valley and intersection areas (step down trusses, jack trusses and girder trusses) unless specifically indicated on the plans. Provide all truss -to -truss and truss -to -support connection details and required connection materials. Specify temporary and permanent bracing and connections on the shop drawings. Provide all truss reactions on shop drawings. MATERIALS: Studs and Track Sheet Metal Screws Track to Steel Track to Concrete 18 gage and lighter ASTM A653 Grade A or ASTM A1011 Grade 33, Min FY=33 KSI Grabber Wafer Self -Drilling, #8x1/2 Hilti ESD 16 P8T Simpson Titen HD SIZE AND PROFILE: Cold -formed steel framing members shall be as specified in the Steel Stud Manufacturer's Association ICC ESR -3064P and of the size and profile as shown on the drawings. Altemate members' equivalent in shape, size, stiffness, and strength by manufacturers not current members of the Steel Stud Manufacturer's Association shall be subject to review and approval by the EOR. EXTERIOR WALL STUDS DESIGN CRITERIA: The magnitude of the lateral force shall be calculated per Chapter 16 of the IBC. Reference DESIGN CRITERIA on this sheet for loading criteria. Lateral load deflection criteria shall L/360 for flexible finishes such as metal panels or siding. The studs shall be attached to the new structure so as to not interfere with other trades of the project. INTERIOR WALL STUDS DESIGN CRITERIA: The lateral force and deflection limits on interior partition walls shall be per Chapter 16 of the IBC. The lateral load deflection criteria shall be L/240 for plaster and drywall finishes. The studs shall be attached to the new structure so as to not interfere with other trades of the project. BUNDLED STUDS/JOISTS: Stud or joist groups of three or more studs shall be shop welded together with 1/8" fillet wells x 2" long, both sides, at 48"OC. Bundled joists that are framed in a box beam header style with a top and bottom track do not require welding. Box beam framing shall have #8 screws at 24"00 in each of the four track comers. CONNECTORS: Connectors shall be installed per the manufacturer's instructions. Where connector straps connect two members, center the connector between the two members and place one half of the screws or bolts in each member. UNO, all screws all be #8 x 1.25" Hex Washer Head. ERECTION: Erect framing in accordance with manufacturer's instructions and shop drawings. FIELD CUTS and NOTCHES: Field cuts or notches of any kind are not permitted in axial load bearing cold -formed steel members, or any member in the shearwall or drag struts. If a field cut is required, contractor shall contact the EOR prior to cutting. The EOR will provide direction to the contractor. MEMBER CONDITIONS: All structural cold -formed framing members must maintain a good condition. Damaged members, members with cracking in the steel at the bend radius locations, and members with significant red rusting or scaling of the protective coating are unacceptable and must be replaced, unless approved by EOR. Handling and lifting of prefabricated panels shall not cause permanent distortion to any member or collateral member. Members not meeting tolerances listed above, must be replaced prior to any axial loading. TOLERANCE: Axial load-bearing cold -formed steel framing members shall be erected true and plumb within the specified tolerance listed below. For purposed of this section, camber is defined as the deviation from straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the deviation from straightness of a member or any portion of a member with respect to its minor axis. (1) For axial load bearing studs, out of plump and out of straightness (camber and sweep) shall not exceed 1/1000th of the member length. (2) For joists, outof straightness (camber and sweep) shall not exceed 1/1000th of the member length. (3) For track, camber shall not exceed 1/1000th of the member length. PERMANENT BRACING & BRIDGING: Double flat strap or channel bridging as permitted on the structural drawings shall be installed at 4'-0" oc maximum unless noted otherwise on the drawings and adequately braced with permanent flat strap cross bracing prior to applying any axial loads to studs. TEMPORARY BRAGNG: The contractor is responsible for the strength and stability of the structure during construction. Contractor shall provide temporary bracing and other elements required to maintain stability until the structure is complete. Temporary bracing shall be designed by a licensed Washington State registered structural Engineer (SSE) and submitted to the EOR for approval prior to fabrication of the framing. TESTS & INSPECTIONS INSPECTIONS: All construction is subject to inspection by the Building Official in accordance with IBC Sec 110. The contractor shall coordinate all required inspections with the Building Official. Submit copies of all inspection reports to the Architect/Engineer for review. The Building Official may accept inspection of and reports by approved inspection agencies in lieu of Building Official's inspections. The contractor shall obtain approval of Building Official to use the third -party inspection agency and contractor shall alert the Architect/Engineer as such. SPECIAL INSPECTIONS: In addition to the inspections required by IBC Sec 110, a Special Inspector shall be hired by the Owner as an independent third -party inspector b perform the special inspections per IBC Ch. 17. Special inspections shall be performed by an approved testing agency as outlined in the Special Inspection Schedule, the contract documents, and/or the project specification. Special Inspectors shall meet the requirements outlines in the specific materials sections of IBC Sec 1705. The contractor is responsible for scheduling the inspections, per the city/Building Official requirements. The registered design professional in responsible charge shall prepare a Statement of Special Inspections in accordance with Section 1704.3.1 for submittal in accordance with Sec 1704.2.3. Special Inspections shall be performed for the following: Concrete Periodic inspection of reinforcing steel and cast -in-place anchors Periodic verification of the use of the required design mix. Continuous inspection during the sampling of fresh concrete and during slump, air content and temperature determinations. Continuous inspection during the placing of reinforced concrete. Continuous inspection during the grouting operation of bolts or rebar dowels. Steel Periodic inspection of steel, bolts, nuts and washers identification marks conform to ASTM standard and weld filler material conforms to AWS. Periodic verification of certificate of compliance. Periodic inspection of high strength bolts connections. Periodic inspection of fillet welds < 5/16 -inch, and floor and roof deck welds Continuous inspection of fillet welds > 5/16 -inch, complete and partial penetration welds, multipass fillet welds. (E) ROOF FRAMING PER DETAILS B/(E) ROOF FRAMING STUDS BACK TO BACK @ WALL ENDS PER 11/S3.0 EDGE ATTACHMENT PER SHEAR WALL SCHEDULE BLOCKING @ SHEAR WALL PANEL EDGES SHEATHING & ATTACHMENT PER SHEAR WALL SCHEDULE CONCRETE SLAB BEYOND PER PLAN T/SLAB WALL ANCHORAGE PER SHEAR WALL SCHEDULE TYPICAL LIGHT GAGE STEEL SHEAR WALL ELEVATION SCALE: N.T.S. TOP TRACK, TYP ALIGN STUDS W/ ROOF FRAMING ABOVE, TYP STUDS PER PLAN HORIZONTAL STABILITY BRIDGING OR BLOCKING @ 4'-0" OC INTERMEDIATE SUPPORT ATTACHMENT PER SHEAR WALL SCHEDULE TRACK PER SHEAR WALL SCHEDULE FASTENERS PER SHEAR WALL SCHEDULE THICKENED SLAB @ WALL FOOTING @ INTERIOR WALLS BEYOND THICKENED SLAB EDGE FOOTING @ PERIMETER LIGHT GAUGE STEEL SHEAR WALL SCHEDULE TYPE SHEATHING STUD GAUGE (2) FASTENER SPACING SHEAR CAPACITY TRACK TO(LBS/FT) CONCRETE (5) SHEATHING (3,4,6) PANEL EDGES FIELD SW -6 7/16" OSB 18ga (MIN) 24"OC 6"OC 6"OC 440 R WASHER EDGE WITHIN 1/2" OF SHEATHING STRUCTURAL RECEIVED SHEATHING CITY OF TUKWILA SFP 20 2016 PERMUMIT CENTER PLAN VIEW - BOTTOM TRACK NOTES 1. STEEL STUD SIZES PER PLAN. MINIMUM DEPTH = 3-1/2", MINIMUM FLANGE WIDTH = 1-5/8" WITH A 3/8" RETURN LIP. TRACKS SHALL MATCH STUD DEPTH WITH MINIMUM 1-1/4" FLANGES. 16—GAGE STEEL MEMBERS SHALL COMPLY WITH ASTM A653SS, GRADE 50 WITH MINIMUM YIELD AND TENSILE STRENGTHS OF 50—KSI AND 65—KSI, RESPECTIVELY. 18— AND 20—GAGE MEMBERS SHALL COMPLY WITH ASTM A653SS, GRADE 33 WITH MINIMUM YIELD AND TENSILE STRENGTHS OF 33 -KSI AND 45—KSI RESPECTIVELY. 2. STUDS SHALL BE SPACED AT 24" ON—CENTER (MAX) OR PER PLAN. 3. ALL SHEATHING FASTENERS & STUD—TO—STUD FASTENERS SHALL BE #8 SELF—TAPPING SCREWS WITH A MINIMUM FLAT HEAD DIAMETER = 0.292" AND A MINIMUM PENETRATION OF (3) EXPOSED THREADS THROUGH JOINED MEMBERS. JOINED MEMBERS ARE TO BE IN DIRECT CONTACT. 4. PANEL EDGE FASTENERS SPACING APPLIES TO ALL PANEL EDGES. FASTENERS SHALL BE LOCATED A MINIMUM OF 3/8" FROM PANEL EDGES. PROVIDE BLOCKING AT ALL PANEL EDGES NOT ATTACHED TO A STUD OR TRACK. FASTENERS PANELS TO INTERMEDIATE SUPPORTS AT 12" ON—CENTER. 5. ATTACHMENT OF TRACK TO CONCRETE SHALL BE 1/2"0x4" SIMPSON TITEN HD WITH 1/4"x3"x3" SLOTTED PLATE WASHER AT 4'-0"OC. 6. PROVIDE A MINIMUM OF (2) BACK—TO—BACK STUDS AT WALL ENDS, UNO. FASTEN TOGETHER WITH #8 SCREWS AT 6" ON—CENTER, STAGGERED. 7. INSTALL PERPENDICULAR STUDS @ 48" ON—CENTER MAXIMUM AND AT SHEAR WALL ENDS. FASTEN BRIDGING o CHANNELS TO PERPENDICULAR STUDS WITH MINIMUM (3) #8 SCREWS. LIGHT GAUGE -SHEAR WALL SCHEDULE 1502x SCALE: N.T.S. 12 fM am 0 vie alma stn Cao 0 Ota. o e f mem • CZ a 005 fa as .0 0 Fr • a,�, a wry: CZ 'd� 0ibia'4.v Ca fa 0 fa ftCIO Gly5mect. emu as a ? Axa 0 faECM y Ca a s• o swam 'a cel zd W• DM Z fa 0 CB fa ai me CZ 0 Ca CZ OHM �d Ca. 0 Ca fa 1.4 0 CEO moo fame 0 Ca CA 0 0 Ca. oda 0 ' e to (PI Rn tvlR� Cal 0 a fa m Fra 0 Ca 0 0 fa g2 CZ a mom 0 ERZ 0,x0. C4 fa 010. 0 fa Via'. 0 Ca qt ;W spa0 0 CZ CZ o 0,, a oF o me CAS 1 w 1 5209 Lake Washington Blvd NE 1 Ste 200 1 Kirkland 1 WA 1 98033 www.FHOARCH.COM TEL: 425 827 2100 w crt"EUTNaa 7g, a 0 0 MOO o 000 aaa 000 000 amm mem moo colt I• Wm A o qn ommomommeommomomo B 0 0 Cal U PmE A ser:5� T."S.�V r M 00 giolC Cr 0.0 to a� a.r L L ca Cil N 0 425.828.4200 DRAWN BY: SAT REVIEWED BY: TSC PROJECT NO.: 16-286 9/15/16 REV DESCRIPTION DATE BUILDING PERMIT DOCUMENTS 7/29/16 RESUBMITTAL 9/15/16 EWED FOR COMPLIANCE 'PROVED Ed ESP' 6 2016 moo aue of Tukvv E GSM B 0 CAM 0 0 Cilfa fa Via: al Fa L2 PROJECT NUMBER: A16366 foe 0 FREIHEIT & HO ARCHITECTS, INC., P.S. TRUCTURAL ERAL NOTES, S & DETAILS S1 .00 _J 40'-8" J INTERIOR PARTIAL—HT PARTITION WALLS: 400S162-33 ® 16"OC (MAX HT = 9'-0"), TYP r 40'-0" 41'— L I AIAWiiAWW WWWAKOZW/1111111/1A5W60WeA iOWWAKOWV 1 L J SOFFIT PER ARCH W/ CONN TO (E) FRAMING ABV PER 12/S3,10 KOZOZOZOWYWZAWITMOZOZOMMZOWYZOZO " .- .=-.may: Emma NOTE: CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS AND ARCHITECTURAL DRAWINGS PRIOR TO FABRICATION & CONSTRUCTION. NOTIFY DEI OF ANY DISCREPANCIES FOR FURTHER DIRECTION 1-1 L_ WIRE BRACE PER 12/S3.10, TYP SOFFIT PER ARCH W/ CONN TO (E) FRAMING ABV PER 12/S3,10 INTERIOR PARTIAL—HT PARTITION WALLS: 400S162-33 © 16"OC (MAX HT = 9'-0"), TYP N 0 N o 2/S3.10 TYP 10/S3.00 TYP 0 tri rn f"'"" E L 350S162-33 • 16"OC, OFF CE WALLS, TYP LL 350S162-33 bLKG • 48"OC, FIRST JOIST BAY, TY J •► • • ►• I •• • ► i• ► ► •• •i • •Ii ► •► • ••• (N) FULL—HT WALLS, PER ARCH (N) FULL—HT WALL, PER ARCH 6" TYP rFJ �A/ � �F) �3-1-1/44 7p °tic 9/S3.10 CD0 =J 11'» TYP CANOPY I— -1 '`\°` L 0-' s M 6/S3.00 TYP --4-=— SIM ,,,,- 054.Wiiiiiiisiiii 0 N t \6-5 °064 J °A° /Poo ,o 7 ,�C 00 <0 � S SW -6 ITYP CANOPY ENTRY CANOPY SEE 4/S3.10 600S162-33 ® 16"OC, TYP © BUMP—OUT 2/3.00 TYP 600S162-33 © 16"OC, TYP ( BUMP—OUT 4/S3.00 (HIGH) 8/S3.00 (LOW) (E) 8" CMU WALL, TYP (E) BLDG FTG, TYP b16- o•u_q RECEIVED CITY OF TUKWILA SEP 20 2016 PERMIT CENTER 0C.4,1 000 OCZCza • 4,1 �m6 Liu C`SG: Oka ca fACie 4.400 000 FA tad ,1m fgOte cazatil MOM 4200 0 t 0, 00 14110. cid 4a'%" 000 • ezmu, eafa 000 .000 61.00 OfAVi 040 ca0 000 O 00. 0100 0062 ca UCHe. EM 0E1 000 000 MOW 4200 000 6a 6,00 000 00.0 0Ali?''6,9 4.12040, slam .ash 0,24 ea 00 000 062-0 4Y4 al Mee etEd ides 0 00 00411 N 000 611009 O MIOMP ■ DRAWN BY: SAT REVIEWED BY: TSC PROJECT NO.: 16-286 • 62 SEAL 01• 120.41 0010 cace • AI ORMs ETEMI Eildfa O to �'netiin 0.11 eafil WW.M.1 dinp7F C° 061 a° CAM `AWED FOR C e, COMPLIANCE PROVED 9/15/16 REV DESCRIPTION DATE BUILDING PERMIT DOCUMENTS 7129116 BUILDING PERMIT RESUBMITTAL 9/15116 eactlfe 020 of Tukwila gy ca tu eg of ffiPROJECT NUMBER: A16-366 'z„4v ® FREIHEIT & HO ARCHITECTS, INC., P.S. NG DIVISION S2.00 URAL FLOOR PLAN 0 CO 90° \ cc 0 45° D\D 45° 4d OR 21/2" MIN —ED 180° ALL REINF EXCEPT COL TIES & BM STIRRUPS D = 6d FOR #3 THRU #8 D= 8d FOR#9, 10 & 11 "- 180° d D STIRRUP 90° o� CROSS TIE 90* 12d,1, `D STIRRUP OR TIE CC O -n 90° d t, J BEAM STIRRUPS & COLUMN TIES D= 4d FOR #3, 4 & 5 NOTE: D = 6d FOR #6, 7 & 8 d = BAR DIAMETER, D = BEND DIAMETER TYPICAL REBAR BEND SCHEDULE SCALE: N.T.S. WALL FRAMING PER PLAN SHEAR WALL SHTG & NAILING PER SHEAR WALL SCHED BOTT TRACK & CONN PER 8/S3.00 T/SLAB �T/(N) FTG D.) 180° A, 6d OR 4" MIN CROSS TIE PER ARCH (E) CMU WALL PER PLAN (E) LEDGER U PER ARCH (VARIES) 0.157"0 PAF x4" @ 6"OC, TYP TYPICAL END WALL FRAMING TO EXISTING CMU WALL (E) TRUSS (E) SHTG (N) SHTG PER ARCH (E) SHTG TO REMAIN (E) 2x BLKG FINISH PER ARCH (N) SHTG PER SHEAR WALL SCHEDULE 600T200-43 TOP TRACK W/ #8 EA SIDE, EA STUD #8 @ 6"OC TRACK–TO–TRUSS WALL FRAMING PER PLAN, SHEAR WALL WHERE OCCURS SCALE:1 " = 1'-0" (VARIES) #4 STD HOOK W/ HIT HY-200 EPDXY W/ 3"MIN EMBED, TYP COL PER PLAN CORNER BASE R & CONN PER 11/S3.00 #4 DOWEL x36"L @ 24"OC W/ HIT HY-200 EPDXY W/ 3" MIN EMBED, TYP @ (E) SIDEWALK 3" MIN EMBED, TYP (E) SIDEWALK, TYP d A ° 71 (E) CONC FTG & REINF TO REMAIN ii; o A • ° .4 ° • ° J 1 1 I 111 1 11 1 1 ) 1} I I (III I 12" 4 4 ° a4 4 4' ° •zo• 3" MIN V• ) 4 W m .EMBED • Wel • 4 PER PLAN ° ° O. . 4 A 4 G 31 SPLICE MIN ° +H , d (np) 4' a:. a ° ° III III III III III -111 PER PLAN TYPICAL ENTRY COLUMN FOOTING SCALE:1" = 1'-0" J 0 z W CC W 0_ CONC FTG PER PLAN w 0 0 REINF PER PLAN W/ HIT HY-200 EPDXY W/ 3" MIN EMBED TYPICAL INTERIOR PARTITION WALL 400T200-43 TOP TRACK W/ #8 EA SIDE, EA STUD BRIDGING OR BLKG @ 48"OC MTL STUD PER PLAN 400T200-43 BOTT TRACK W/ #8 EA SIDE & 1/2"0 KWIK BOLT TZ–CS W/ 2" EMBED @ 3'–O"OC (E) SOG SCALE:1" = 1'-0" E0) (E) CMU WALL PER PLAN (E) LEDGER ANGLE & CONN PER 6/S3.10 COL PER PLAN PER ARCH (VARIES) (E) TRUSS (E) SHTG HSS 6x6x1/4 (E) SHTG TO REMAIN (E) 2x BLKG (N) SHTG PER ARCH FINISH PER ARCH 1/4" R x6"x8" W/ (4) 0.220"0 x 3" SDS SCREW (PRE DRILL HOLES AS REQ'D) 0.157"0 PAF @ 6"OC, TYP COL PER PLAN (N) SHTG PER SHEAR WALL SCHEDULE TYPICAL ENTRY COLUMN AT EXISTING TRUSS SCALE:1" = 1'-0" ANGLE & CONN PER 6/S3.10 END BASE PER 11/S3.00 1" NON–SHRINK GROUT, TYP (E) CMU WALL PER PLAN ALT/SLAB T/(N) FTG (E) SOG PER ARCH (VARIES) 11 /S-3.00 PER PLAN tr SHEAR WALL SHTG PER SHEAR WALL SCHED - CORNER BASER & CONN PER 11 /S3.00 (E) SIDEWALK -1 I 4 ' 4 • A LI I1" I ' 1 l I I 1 1 (E) CONC %.a. . 4, FTG & REINF •B/FTG • 4' _1'111��11171,111„II11►1111- ENTRY COLUMN BASE REINF & EMBED PER 8/S3.00 CONC FTG & REINF PER PLAN SCALE:1" = 1'–O" END BASE PLATE FASTENER PER 10/53.00 SHEAR WALL SHTG & SCREWES PER SHEAR WALL SCHED WALL FRAMING PER PLAN 11/" 2 (7) 12" CORNER BASE PLATE (E) CMU WALL PER PLAN COL PER PLAN ANGLE & CONN PER 6/S3.10 1/4" END BASE R x12"SQ, OVER 1" NON–SHRINK GROUT COL PER PLAN 400S162-33 @ HSS COLUMN TYPICAL ENTRY COLUMN PLAN SCALE:1" = 1'-0" COL PER PLAN 1/4" CORNER BASE R W/ (2) 1/2"0 TITEN HD W/ 5" MIN EMBED, OVER 1" NON–SHRINK GROUT "�--- FASTENERS PER 4" 3/S3.00, TYP MAX' (E) CMU WALL PER PLAN (E) LEDGER PER ARCH (VARIES) TYPICAL BUMP -OUT WALL FRAMING AT EXISTING TRUSS SCALE:1" = 1'-0" (E) CMU WALL PER PLAN - T/SLAB �T/(N) FTG (E) SOG PER ARCH (VARIES) (E) TRUSS (E) SHTG (E) SHTG TO REMAIN (E) 2x BLKG (N) SHTG PER ARCH FINISH PER ARCH 600T200-43 TOP TRACK W/ #8 EA SIDE, EA STUD #8 @ 6"OC TRACK–TO–BLKG WALL FRAMING PER PLAN, SHEAR WALL WHERE OCCURS BRIDGING OR BLKG @ 48"OC (N) SHTG PER SHEAR WALL SCHEDULE WALL FRAMING PER PLAN, SHEAR WALL WHERE OCCURS BRIDGING OR BLKG @ 48"OC 600T200-43 BOTT TRACK W/ #8 EA SIDE, EA STUD & W/ /24� TITEN HD @ 24"OC W/ 5" MIN EMBED (E) SIDEWALK 11111-111 ;1111111: (E) CONC FTG & REINF I B/FTG J 0 — CONC FTG & REINF PER PLAN TYPICAL BUMP -OUT FOOTING #4 STD HOOK W/ HIT HY-200 EPDXY W/ 3"MIN EMBED, TYP SCALE:1" = 1'–O" TYPICAL INTERIOR PARTITION WALL AT WIRE WITHOUT RETURNS SCALE:1" = 1'-0" 400T200-43 TOP TRACK W/ #8 EA SIDE, EA STUD BRIDGING OR BLKG @ 48"OC MTL STUD PER PLAN P1000 UNISTRUT x3' -0"L W/ #8 TO STUD @ 6"OC, TYP EA STUD UNISTRUT P2942 BASE W/ (2) 1/2"O KWIK BOLT TZ–CS W/ 2" MIN EMBED 400T200-43 BOTT TRACK W/ #8 EA SIDE, EA STUD (E) SOG 8 RECEIVED CITY OF TU KW L SEP 2 0 2016 PERMIT CENTE fka CM El 10 fA mean E2 �Av W. f.41 ea ea VI IZ1 fit Ash Male El CS Ei fa 0 MR el e2.52 eaea ca am ea caeafa Om Ca ffi C2 o ea t2'O 2 d1'Sff2 Cifa ea ea eg, o ea ea ea V202 VI ''' b°fin G2 Z2 42 0062 '5p4 4'0 • cul gra ea' ioEZ000 4°ds ea ma OW 451. Cla '� b�ow1' ,'.' `Y S2 e 152 t• afeMO SUV4AR 0.e.022I E2012fa fa e2 WO Ca yam ea ea al Om, ia fa62 ea MOE fA ea El 0,452 'IT Me SI EU Ca t ea ea ca. CA ea ea mem eg ea, co 00. 0081. sz ^ems0, fd ea SI /¶'� q2. 7.c'G9.. YF.m 010422, zg ea El MO 02 O 1 5209 Lake Washington Blvd NE 1 Ste 200 1 Kirkland 1 WA 1 98033 www.FHOARCH.COM TEL: 425 827 2100 6C Mg ?A WM' ed 4"22 CM b2 Roe ea ea ea 1� 4, 11 VI 02 . 4x1' a7 40. d'c1:L 412 El OM fa4.52 4: (RIM V' CA MCI MOM eta dap 622 ,324,551 CO 11111111212311 LU V COCO M co ott ro s.• 0.0clAtel d to N 425.828.4200 DRAWN BY: SAT REVIEWED BY: TSC PROJECT NO.: 16-286 9/15/16 REV DESCRIPTION DATE BUILDING PERMIT DOCUMENTS 7129116 BUILDING PERMIT RESUBMITTAL 9115116 DFOR MPLIANCE OVED 6 2016 SECTI f Tukwila G DIVISION CM 0 PROJECT NUMBER: A16366 a { 0 FREIHEIT & HO ARCHITECTS, INC., P.S. STRUCTURAL NS & DETAILS " " -S3.00 AO/SOFFIT PER ARCH BOTT SOFFIT JOISTS PER ARCH L3x3x 0—'3" 16GA CLIP W/ (3) #10 SCREWS & (3) HILTI X—U 0.157"0 EA JOIST, TYP (E) CMU WALL 350T150-43 CONT,, TYP SOFFIT FRAMING TO EXISTING CMU WALL SCALE:1" = 1'-0" 0.220"0x3" SDWS SCREW IN PRE—DRILLED HOLES @ 10"OC, TYP LEDGER—TO—TOP CHORD (MAINTAIN 6" MIN CLEARANCE FROM TRUSS CONNECTION PINS) 2x6 LEDGER @ EACH SIDE OF TRUSS (3) 0.220"0x4" SDWS SCREWS, TYP LEDGER—TO—TRANSFER BLOCKING BLOCKING PER 12/S3.10 W/ LUS HANGER EACH END 2x4 LOAD TRANSFER BLOCKING W/ BEARING @ TRUSS BOTTOM CHORD, TYP @ PANEL POINTS NOTCH AS REQ'D @ WEB MEMBERS TOP CHORD BLOCKING SCALE: N.T.S. T/WALL PER ARCH 43 MIL TOP TRACK T/CEILING JOISTS PER ARCH c) w a. I4 n JOIST TO ATTACH WEB—TO—WEB @ STUD, TYP STUDS PER PLAN STUD BLOCKING, TYP EDGE ATTACHMENT (MIN #8 @ 6"OC) (8) #10 SCREWS @ JOIST—TO—STUD LOW ROOF CONNECTION AT WALL SCALE:1" = 1'-0" GYP SHEATHING PER ARCH #8 SCREWS @ 6:OC - GYP PER ARCH, TYP PARTITION WALL PER PLAN STITCHED SHEAR WALL - PLAN SCALE:11/2" = 1'-0" 3/16 V L3x3x 1/4 x4"L W/ 5/8" ATR @ 3'-0"OC MAX W/ HIT—HY 70 EPDXY W/ 55/8" MIN EMBED INTO (E) CMU, TYP (E) CMU WALL BEYOND PER PLAN 1/2" TAB R x8" W/ (2) 3/4”0 THRU BOLT O 0 SHEAR WALL SHTG & SCREWS PER SHEAR WALL SCHED COL PER PLAN FINISH PER ARCH 1/4 I/ '/2" STIFFENER R CHANNEL PER PLAN DECK PER PLAN EQ EQ PER ARCH (8" MAX) NOTE: SHEAR WALL FRAMING NOT SHOWN FOR CLARITY. ENTRY CANOPY COLUMN B/STEEL PER ARCH HSS 4x4x1/4 IN BTWN JOISTS, TYP CONT LEDGER L6x4x1/4 (E) 8" CMU WALL 7/S-3.1 0 C 12x20.7 HSS 4x4x1/4 IN BTWN JOISTS, TYP ENTRY CANOPY - PLAN PER ARCH 15'-4" MAX PER ARCH SHEAR WALL FRAMING PER S2.00, TYP 11/2"x18GA VULCRAFT—TYPE B ROOF DECK, FASTENED TO SUPPORTS W/ 11/2" PUDDLE WELDS @ EA TROUGH & BUTTON PUNCH SIDE LAP @ 24"OC sk BEAM PER PLAN, TYP JOIST PER PLAN SCALE:1 " = 1'-0" 7 T/(E) SHTG SCALE:1/2" = 1'-0" BEAM BEYOND PER PLAN JOIST PER PLAN TYP 1/ /4 1/ /4 6) ENTRY CANOPY EDGE SCALE:1" = 1'-0" (E) ROOF SHTG \4x6 SLEEPER O ,X H2.5 CLIP 4x—T0-2x, EA END SLEEPER PER 12/S3.10, SPAN (2) PANEL POINTS, MIN CEILING SUPPORT & CONN PER 12/S3.10 TYPICAL SOFFIT SUPPORT TO EXISTING TRUSS (E) TRUSS SCALE:1 " = 1'-0" MTL DECK PER PLAN L2x2x1/4 CHANNEL PER PLAN B/STEEL PER ARCH 2x6 BLOCKING EA SIDE OF CONN 0 M (E) CMU WALL / v GAP 1/ /4 PER ARCH BEAM PER PLAN SLOPE PER ARCH 1/4" x8"x21/4" BASE R W/ (2) WTS, TYP L6x4x1/4" (CONT) W/ 3/4"O THRU BOLTS IN (E) HOLES @ 32"OC (E) STOREFRONT ENTRY CANOPY SECTION MTL DECK PER PLAN BEAM PER PLAN B/STEEL PER ARCH CHANNEL PER PLAN JOIST PER PLAN SCALE:1" = 1'-0" 0 I'M 0 4x6 BLOCKING W/ LUS HANGER EA SIDE ATTACH AIRCRAFT CABLE TO (E) PURLIN W/ 3/8"0x4" MACHINERY EYEBOLT W/ SHOULDER, PRE—DRILL HOLES W/ 2"x2"x3/16 R WASHER AIRCRAFT CABLE (1000# MIN TENSION CAPACITY); (1) PER CORNER [(4) TOTAL]; LOCATE @ 1:1 SLOPE APPROX 45° OUT FROM EACH CORNER 1/4"0 CLOSED EYE SCREW W/ 11/2" MIN PENETRATION INTO SLEEPER 12GA WIRE CEILING SUPPORT W/ (3) TIGHT TURNS IN 11/2", @ 36"OC MAX EA TRUSS WRAP CABLE TIGHTLY & SECURE END OF CABLE W/ #14 CLOSED EYE SCREW. ATTACH TO SOFFIT STUDS, TYP- 10 TYPICAL SOFFIT SUPPORT TO EXISTING TRUSS SCALE: N.T.S. SOFFIT PER ARCH (E) ROOF SHTG T/(E) SHTG (E) ROOF TRUSS, TYP SLEEPER PER 11/S3.10 CLIP PER 11/S3.10 2x4 SLEEPER EA SIDE W/ 3/8"0 THRU BOLT, CINCH TIGHT (DO NOT CRUSH STL WEB) b•lkatawlii (8) RECEIVED CITY OF TUKWILA SEP 20 2016 PERMIT CENTER eoca MOM 11.11 p}� tmd &!a' 000 Md7soE moo 4TH: v, 00 d'a, 2 oleo CHM d:�d1 x'06" tafdtia 0440 MOO ENRIA MOO geo *? til faflUe �f1f MOO alaTtfl OEM 4116,2Q d� 4� 12 ,�i� drdc�'1`e 006,2 a�di�m Cog fliMM ca o 0061 IMO d7�dT��4 1111 FIES 442=t4 4-P■ZEN 5209 Lake Washington Blvd NE I Ste 200 1 Kirkland I WA 1 98033 www.FHOARCH.COM TEL: 425 827 2100 6C 000 CailaGt 0C3.1.0, camo GT. ea RCM 000 MOO 60,2 'Wada" MOO aro moo LI wezm VMS re 5 ao coF fi wis U M rvr 00 ict Mir VO 4+0 4-0 tel GA .IG iv ry 0 r 425.828.4200 DRAWN BY: SAT REVIEWED BY: TSC PROJECT NO.: 16-286 9/15/16 CaVlitiki PROVED p 26 2016 CHZ O. t'a aloe Eno moo ca d o no 0M0 0 au at, ei fit ti fal Ufa of Tukwila NG DI%11S CN •STRUCTURAL SECTIONS & DETAILS OCUMENTS ESUBMITTAL DATE 7129/16 9115116 S3.10 PROJECT NUMBER: A16-366 0 FREIHEIT & HO ARCHITECTS, INC., P.S.