Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D18-0307 - HOLADAY PARKS LLC - FIRST FLOOR OFFICE SPACE AND NEW MEZZANINE OFFICE
HOLADAY PARKS LLC 4600 S 134T" PL EXPIRED 04/21/21 D18-0307 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.gov DEVELOPMENT PERMIT 2616600035 Permit Number: D18-0307 4600 S 134TH PL Project Name: HOLADAY PARKS LLC Issue Date: 10/23/2018 Permit Expires On: 4/21/2019 Owner: Name: Address: BC & G LLC 4600 S 134TH PL , SEATTLE, WA, 98168 Contact Person: Name: LES SEIFERT Address: 14900 INTERURBAN AVE S #138 , TUKWILA, WA, 98168 Contractor: Name: HOLADAY PARKS INC Address: 4600 S 134 PL , SEATTLE, WA, 98168 License No: HOLADP1379NO Lender: Name: HOLADAY PARKS Address: 4600 S 134 PL, TUKWILA, WA, 98168 Phone: (206) 859-5500 Phone: (206) 248-9700 Expiration Date: 9/3/2019 DESCRIPTION OF WORK: ALTER EXISTING FIRST FLOOR OFFICE SPACE AND ADD NEW OFFICE MEZZANINE ABOVE. RE -STRIPE EXISTING PARKING LOTTO PROVIDE ADDITIONAL PARKING FOR OFFICE AREA EXPANSION. Project Valuation: $475,680.80 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $8,433.62 Occupancy per IBC: B Water District: 125 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: 2017 2017 2017 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: No Permit Center Authorized Signature: Volumes: Cut: 0 Fill: 0 Number: 0 Date: 11)- 9-3-J6 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 s reg .ting construction or the performance of work. I am authorized to sign and obtain this developmen` d e: to the c• itions attached to this permit. r Signature: (('�� Print Name: ` r) \ Date: /0 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 clays from the last inspection. PERMIT CONDITIONS: 3: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 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 1010.1.9) 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 1010.1.9.1) 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 1013.1) 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 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 1013.6.1) 11: 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 1013.6.3) 12: 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 1008.3.5) 16: 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 applicabiie standards. (IFC 901.4) 14: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 13: 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). 17: 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) 18: 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) 19: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 20: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 21: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 0610 ENERGYEFFCERT 1400 FIRE FINAL 0409 FRAMING 0606 GLAZING 0502 LATH/GYPSUM BOARD 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. g(gi° Project No. Date Application Accepted: ti't (PO it Date Application Expires: % t (For office use nly) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 261660-0035 4600 South 134th Place, Tukwila, WA 98168 Suite Number: Tenant Name: Holaday-Parks LLC PROPERTY OWNER Name: Les Seifert Name: BC & G LLC City: Tukwila State: WA Zip: 98168 Address: 4600 South 134th Place Email: les@ronhonvdearchitects.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Les Seifert Address: 14900 Interurban Ave S #138 City: Tukwila State: WA Zip: 98168 Phone: (206) 859-5500 Fax: (206) 859-5501 Email: les@ronhonvdearchitects.com GENERAL CONTRACTOR INFORMATION Company Name: Architect Name: Torjan Ronhovde Address: 14900 Interurban Ave S #138 City: Tukwila State: WA Zip: 98168 Address: Email: torjan@ronhovdearchitects.com City17l viol, (�4— State: wk City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:1Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: New Tenant: ❑ Yes J ..No ARCHITECT OF RECORD Company Name: The Ronhovde Architects Architect Name: Torjan Ronhovde Address: 14900 Interurban Ave S #138 City: Tukwila State: WA Zip: 98168 Phone: (206) 859-5500 Fax: (206) 859-5501 Email: torjan@ronhovdearchitects.com ENGINEER OF RECORD Company Name: BC Investigatice Engineers LLC Engineer Name: Jesse Binford Address: 3605 C Street NE City: Auburn State: WA Zip: 98002 Phone: (253) 833-5557 Fax: (253) 833-7309 Email: jbinford@bcie.net LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:iPts-pas.43I Address: /;, .-r.� 1 City17l viol, (�4— State: wk Zip: G1916e Page 1 of 4 BUILDING PERMIT INFORMATION -206-431-3670 Valuation of Project (contractor's bid price): $ 200,000 Existing Building Valuation: $ 3,190,000 Describe the scope of work (please provide detailed information): ALTER EXISTING 1ST FLOOR OFFICE SPACE AND ADD NEW OFFICE MEZZANINE ABOVE. RE -STRIPE EXISTING PARKING LOT TO PROVIDE ADDITIONAL PARKING FOR OFFICE AREA EXPANSION. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: IZ Sprinklers Z Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Z No If `yes', attach list of materials and storage locations on a separate 8-1/2 " x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\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 In Floor 14,603 3,479 5b B & S-2 ; 2❑d Floor 14,253 0 B 2,895 5b B 3rd Floor Mezzanine Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: IZ Sprinklers Z Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Z No If `yes', attach list of materials and storage locations on a separate 8-1/2 " x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ..• .Tukwila ❑ ...Water District #125 O ...Water Availability Provided Sewer District m ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ... Valley View ❑ .. Renton O ... 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): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance 0 .. 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 0 ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ... Traffic Impact Analysis 0... 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 0 .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. 17 WO # 0 ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment 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 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 S OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER Signature: Print Name: Lc� Mailing Address: 14900 Interurban Ave S #138 Date: 09/26/2018 Day Telephone: (206) 859-5500 Tukwila WA 98168 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $5,218.85 D18-0307 Address: 4600 S 134TH P1 Apn: 2616600035 $5,218.85 Credit Card Fee $152.01 Credit Card Fee R000.369.908.00.00 0.00 $152.01 DEVELOPMENT $4,826.75 PERMIT FEE R000.322.100.00.00 0.00 $4,801.75 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $240.09 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15686 R000.322.900.04.00 0.00 $240.09 $5,218.85 Date Paid: Tuesday, October 23, 2018 Paid By: CONNIE HARDIN Pay Method: CREDIT CARD 05219G Printed: Tuesday, October 23, 2018 10:44 AM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 10/23/2018 10:44:30 AM CREDIT CARD SALE VISA CARD NUMBER: **********1947 K TRAN AMOUNT: $5,218.85 APPROVAL CD: 05219G RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic. convergepay. com/VirtualMerchant/transaction. do?dispatchMethod=printTr... 10/23/2018 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,214.77 D18-0307 Address: 4600 5 134TH PL Apn: 2616600035 $3,214.77 Credit Card Fee $93.63 Credit Card Fee R000.369.908.00.00 0.00 $93.63 DEVELOPMENT $3,121.14 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R15491 R000.345.830.00.00 0.00 $3,121.14 $3,214.77 Date Paid: Wednesday, September 26, 2018 Paid By: CONNIE HARDIN Pay Method: CREDIT CARD 07614G Printed: Wednesday, September 26, 2018 4:00 1 of 1 PM CR SYSTEMS Page 1 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 09/26/2018 04:00:33 PM VISA CARD NUMBER: TRAN AMOUNT: APPROVAL CD: RECORD #: CLERK ID: X CREDIT CARD SALE R -E -P -R -I -N -T **********1947 $3,214.77 07614G 000 Rachelle K {CARDHOLDER'S SIGNATURE; I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy https: //classic. convergepay. com/V irtualMerchant/transaction. do?di spatchMethod=printTra... 9/26/2018 0 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 09/26/2018 04:00:33 PM CREDIT CARD SALE R -E -P -R -I -N -T VISA CARD NUMBER: **********1947 K TRAN AMOUNT: $3,214.77 APPROVAL CD: 07614G RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy Page 2 of 2 https: //classic. convergepay. com/VirtualMerchant/transaction.do?dispatchMethod=printTra... 9/26/2018 Project Summary, pg 1 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info PROJ-SUM form shall be provided as a cover sheet for all compliance form submittals. Projectf Title shall match project plans title block. Project Title: Holaday Parks - Office Mezzanine Addition & Alterati Date 9/25/2018 Project Street Address: 4600 S. 134th PI For Building Department Use L'7 - 1' Project City, County, Zip: Tukwila, KING, 98168 Project Owner or Rep: Les Seifert Jurisdiction: City of Tukwila Project Description Select all that apply to the scope of project. Select Addition + Existing or Alteration + Existing if the existing building will be combined with the addition or alteration to demonstrate compliance per Section C502.1 or C503.1. New Construction and Additions O Building Addition Retrofit ❑ Change of Occupancy Building Scope - Select all that apply • New Building Existing Building 0 Alteration 0 Change in Space Conditioning ■ Historic Building Elements • All • Building Envelope ■ Mechanical Systems • Service Hot Water Systems • Lighting Systems • Electrical Systems Occupancy Type P Y yp 0 All Commercial Q Group R - R2, R3, & R4 0 Mixed Use over 3 stories and all R1 Mixed Use - Building is greater than three stories above grade and it has both Commercial and Group R occupancies. Mixed Occupancy - Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Space Conditioning Categories Select all that apply to the scope of project REVVED OR G`O ft ftr;�4^ f li A� FKi s - � Iakl1A�31 in' ) APPROVED 0 Fully Conditioned ■ Semi-heatedz Space Category3 ■ Low Energy Eligible Low Energy Spaces r1 1 OCT 1 A 2018!p Zing capacity Caterreftiligg • Unconditioned • Low energy heating/co( ■ Wireless service • Greenhouse equipment shelter Floor Area and Stories Floors Above Grade Building Gross Conditioned Floor Area r Area Project Gross Conditioned Ho 2 20,627 6,374 General Compliance Path 0 Compliance Method 1 - General 0 Compliance Method 2 - Total Building Performance Compliance Method 1- Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to include with a Prescriptive submittal: All applicable ENV, LTG, and MECI-1. Compliance Method 2 - Projects complying via total building performance (TBP) shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TBP submittal: PROJ-SUM, ENV -CHK, LTG -EXT, LTG -CHK, and all MECH forms except MECH-ECONO and MECH-VENT (pending). Note 1 - Refrigerated Spaces - They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2 - Semi -heated Spaces - If heated with equipment other than electric resistance may take an exemption for wall insulation. All other envelope assemblies shall comply with the thermal envelope provisions. Note 3 - Exemptions For Low Energy Spaces - Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting, mechanical, service water heating, etc. Note 4 - Eligible Space Conditioning For Low Energy Greenhouses - Greenhouses are defined as spaces that maintain a s environment that is used exclusively for cultivation, protection and maintenance of plants. Cooling with outside air� cooling, and any form of heating equipment, are allowed under the Low Energy Greenhouse category. Gree 1cnsy OFT" IJKWILA equipment that requires a condensing unit are NOT eligible. itSEP 262018 O3c1+ PERMIT t NTFA Project Summary, pg 2 PROJ-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 General Info (Project Title: Holaday Parks - Office Mezzanine Addition & Alterati Date 9/25/2018 C406 Additional Efficiency Package Options Summary A minimum of two Options are required for new construction and change in space conditioning or occupancy projects. Select all Options included in the current project scope. Also select Options complied with under previous projects (shell and core, other tenant Buildings with multiple tenant spaces may comply with different options (mix & match). Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV -SUM, LTG -SUM and Refer to SBCC website for official interpretations regarding C406 provisions. Building level efficiency options: Current Scope Previous Projects C406.8 Enhanced envelope performance ■ ■ C406.9 Reduced air infiltration ■ ■ C406.5 On-site renewable energy ■ ■ Building area level efficiency options C406.2 More efficient HVAC equipment ■ ■ C406.6 Dedicated outside air systems (DOAS) ■ ■ C406.7 Reduced energy use in service water heating 0 ■ C406.3 Reduced lighting power ❑ p C406.4 Enhanced digital lighting controls 0 ■ C406 Comments: Envelope Summary; ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Info Applicant Info. Provide contact information for individual who can respond to inquiries about information provided. Project Title: Holaday Parks - Office Mezzanine Addition 14 Alteration Date 09/25/2018 Company Name: Ronhovde Architects For Building Department Use Company Address: 14900 Interurban Ave S #138, Tukwila, WA 98168 Applicant Name: Les Seifert Applicant A pP Phone: 206 859-5500 Applicant Email: less@ronhovdearchitiects.com Project Description ■ New Building El Addition El Alteration ■ No Envelope Scope Envelope Project Scope Select all that apply. Use - Commercial + Group R p All Commercial ■ Group R - Commercial ■ Mixed ■ Semi -heated ■ Refrigerated Cooler ■ Refrigerated Freezer ■ Equipment Building Envelope Description Provide brief description of the project and relevant supporting documentation. If project includes multiple Target Insulation Allowance areas, and/or is demonstrating compliance as an Addition + Existing, Alteration + Existing, or Addition + Alteration + Existing project, provide a brief summary of the approach to whole building compliance. Add office mezzanine to existing concrete tilt -up industrial warehouse building. Air Barrier Testing Air barrier testing is required for all new construction projects. Testing criteria is 0.40 cfm/ft2 under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that measured air leakage of building envelope p Air barrier testing per Section C402.5.1.2 included in project scope Air Infiltration • Additional Efficiency Package Option - C406.9 Reduced ■ Testing not required. Explanation: Compliance Documentation Scope and Method Scope of This Calculation ■ New Building p Addition p Alteration ■ No Envelope Scope Target Insulation Allowance Sets the title and calculations in the compliance forms. Selection required to enable forms. Q Fully Conditioned - Commercial, Group R, Mixed Use 0 Semi -heated 0 Refrigerated Cooler 0 Refrigerated Freezer If project includes more than one Target Insulation Allowance area, and/or if project includes addition and alteration areas complying independently, for each area complete an ENV -SUM form Rows 16-46 and either an ENV -PRESCRIPTIVE form, or ENV -UA + ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path Selection required to enable forms. 0 Prescriptive O Component Performance Component Performance Calculation Adjustments 10% higher UA allowed Envelope - 15% lower UA required 1 Change of Occupancy (C503.2) / Conditioning (C505) - ■ Additional Efficiency Package Option - C406.8 Enhanced Additions 0 Addition stand alone 0 Addition + Existing Addition stand alone - Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing -to -remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C502.2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance, complete ENV -UA per instructions for addition stand alone projects. Addition + existing - Complete ENV -UA per instructions for addtion + existing projects. Alterations - Fenestration and Skylight WWR and SRR not increased - Vertical Fenestration WWR and/or SRR increased - Complete Vertical fenestration and skylight areas as EXISTING. and/or SSR exceeds 5%, refer to C503.3.2 complete ENV -UA per instructions for alteration building WWR increased by alteration building SRR increased by alteration existing -to -remain wall, roof, vertical total building WWR exceeds 30% via component performance, ■ Replacement windows only, or resulting ■ Total total building WWR s original WWR Replacement skylights only, or resulting ii Replacement Total total building SRR <_ original SRR and Skylight Area Calculation not required. Fenestration and Skylight Area Calculation. Enter total Enter total altered envelope assembly areas as NEW. If resulting and C503.3.3 for prescriptive compliance alternatives. If complying + existing projects. Envelope Summary, pg. 2 ENV -SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Holaday Parks - Office Mezzanine Addition & Alteration Date 09/25/2018 Vertical Fenestration and Skylight Area Calculation Prescriptive Path - Enter envelope sf values directly into this section of ENV -SUM for vertical fenestration, skylights, net walls and roof. For Additions and Alterations, refer to these sections in ENV -SUM for further instructions. Component Performance - When this Envelope Compliance Path is selected, write- protection of this section is enabled. Enter envelope sf values for all assemblies into the form. Envelope information from ENV -UA will auto -fill into this section of ENV - Total Vertical Fenestration Area (rough opening) NET Exterior Above Grade Wall Area Total Skylight Area (rough opening) NET Exterior Roof Area New 44 3,144 0 0 Existing 0 0 0 0 Total 44 3,144 0 0 Vertical Fenestration -to- 1.4% Wall Ratio (WWR) Skylight -to -Roof Ratio (SRR) ( ) Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance Vertical Fenestration Alternates 0 High performance fenestration U -factors and SHGC per C402.4.1.3 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone (DLZ) areas and ft2 on project plans. For Daylight Zone Area Calculations - a) Sidelight areas include primary + secondary daylight zone areas. b) Include overlapping toplight and sidelight daylight zone areas under Toplight. c) Net floor area definition in Chapter 2. 0 In buildings z 3 stories, 25% or more of NET floor area is in DLZ per C402.4.1.1 0 In buildings < 3 stories, 50% or more of CONDITIONED floor area is within DLZ per C402.4.1.1 Daylight Zone Calculations Daylight Zone Fenestration Alternate Not Selected. No Calculations Required Sidelight Daylight Zone Area Toplight Daylight Zone Area Percent Daylight Zone Area Spaces in Single Story Building Requiring Skylights In these spaces a minimum of 50% of the floor area shall be within a skylight daylight zone (DLZ). Refer to C402.4.2 for requirements. SRR = Skylight to roof ratio List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space types required to comply with this provision. Indicate aperture with "AP" prefix (AP 1.1%) Space Space Area (ft2) DLZ Area (ft2) SRR or Aperture Exception Envelope Exemptions Low Energy and Semi -heated Spaces Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi - heated spaces heated by systems other than electric resistance are exempt from wall insulation provision only per C402.1.1.1. Complete Low Energy and Semi -Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Equipment buildings are exempt from the thermal envelope provisions per C402.1.2. The following shall be met to be eligible: building size <_ 500 sf, average wall/roof U- factor <_ U-0.20, electronic equipment load >_ 7 watts/sf, heating system output capacity <_ 17,000 btu/h. Cooling system capacity not limited. Wall Insulation R -Value Roof Insulation R -Value Overall Average U -Factor Equipment Building Envelope Electronic equipment power (watts/sf) Heating system output capacity (Btu/hr) Cooling capacity (Yes/No) Component Performance Path, pg. 1 ENV -UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Holaday Parks - Office Mezzanine Addition & Alteration Date 09/25/2018 Target Insulation Allowance Fully Conditioned Space - Commercial, Group R, Mixed Use Calculation Adjustments None Applied Fenestration Area as % gross above -grade wall area 1.4% Max. Target: 30.0% Skylight Area as % gross roof area Max. Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV -SUM For Building Department Use For Stand-alone Projects13,14 Vertical Fenestration Existing -to -remain Areas Skylights Net Wall Net Roof User Note Building Component Cavity+Cl Plan/Detail # U -factor Source & Table # 2 Proposed UA U -factor x Area (A) = UA (U x A) Target UA U -factor x Area (A) = UA (U x A) 0 0 U a, 0 R= R= R= 0.027 Above'Deck Insulation U 0.027: v R= R= R= 0.031 I Metal, Building y 0) 0 R= R= R= Existing 0.027 I Joist/single.rafter U-0.027 0 R= R= R= 0.021 Single raft, attic, other U-0.021 Opaque Walls - Above Gradea,s LL in m 2 R= 18.99 R=18.99 R= 18.99 R= R= R= wt#2 wt#6 wt#7 A101.3 (air film) & A103.3.6.1.1 (mtl stud) A101.3 (air film) & A103.3.6.1.1 (mtl stud) A101.3 (air film) & A103.3.6.1.1 (mtl stud) 0.053 855 0.053 1044 0.053 796 45.0 55.4 42.2 0.055 2695 148.2 Steel/metal frame 0.052 Metal Building U-0:052: O 0 0 R= R= R= 0.054 Wood Frame, other U-0.054 N H R=19.55 R= R= wt#3,4 Table A101.3 - Air Film & Conc Wall Table A103.3.6.1 (1) - Mtl Stud Wall 0.051 403 20.6 0.104 403 42.0 Mass iWall' U-0:104: N H R= R= R= 0.200 Mass Transfer Deck U-0.20 0. 0 0) 2 R= R= R= 0.078 I Group`R Mass Wall U-0.078 N m a� a m 0 0 aY m E E 0 0 R= R= R= 0.104 I Assumed to be!M'ass; o' 0. 0 R= R= R= 0.078 I Assume N 0 0 LL N N 2 R= R= R= 0.031 Mass,Floort 0:031' 0 E LL R= 30 R= R= A5.1 table C402.1.3 0.029 327 9.5 0.029 I 327 I 9.5 Joist/Eramin PAfW,47 9 Page 1 Subtotal Area' UA 3425 173 Area' UA 3425 200 Component Performance Compliance (UA) UA COMPLIES Component Performance Path, pg. 2 ENV -UA 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Holaday Parks - Office Mezzanine Addition & Alteration Date 09/25/2018 Fenestration Area as % gross above -grade wall area 1.4% Max. Target: 30.0% Skylight Area as % gross roof area Max. Target: 5.0% For Building Department Use Building Component Ins. R Plan/Detail # F -factor Source & Table # 8 F -factor Proposed UA x Perimeter = FP(F x P) Target UA F -factor x Perimeter = UA (U x A) Slab -on -grade 8) a) 8) a) c C R= Existing R= R= 0.540 Slab=On Grade; 0 a) CD R= R= R= 0.550 Heated On -Grad F-0:55 Schedule ID U -factor Source910 U -factor x Area (A) = UA (U x A) U -factor x Area (A) = UA (U x A) 0 0 0 m c 0) 104B, 115 0.37 46 16.9 0.370 I 46 1 16.9 Opaque Swing.Doors' U-0.37 d O 0.340 Opaque rollup & sliding U-0.34 Vertical Fenestration6,10 2 0 z ami a) 2 0 a) Mtl entrance Existing W1 Existing Refrigerated Space Freezer Floors CI Plan/Detail # U -factor Source & Table # 2 0 0.38 0 44 Proposed UA 16.7 0.30 Non -Metal Frame U-0.30 0.38 1 44 1 16.7 Metal Frame, Fixed U-0.38 0.40 Metal,Frame, Operable U-0.40 0.60 Metal Entrance Door U-0.60 0.50 U -factor x Area (A) = UA (U x A` Target UA U -factor x Area (A) = UA (U x A) N O CD 0 u_ R= R= R= Freezer Floor TO COMPLY - The Proposed Total UA shall not exceed the Target Total UA. Page 2 Subtotal Page 1 Subtotal Project Total Areal UA 90 34 3425 173 3515 206 Area' UA 90 34 3425 200 3515 233 Component Performance Compliance (UA) UA COMPLIES Refrigerated Space Windows In Doors 11,12 Plan/Detail # Description Cooler / Freezer Double Pane Glass Triple Pane Glass Inert Gas Filled Heat Reflective Treated Glass Glazing in Doors 0 0 c_ 0 U a) Note 1- If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2 - Opaque assembly U -factors shall come from Appendix A or be calculated per approved method as specified in C402.1.5.1. Note 3 - Proposed CMU mass wall in non -Group R that meet Table C402.1.4 Footnote D requirements can enter the target U -value of 0.104. Note 4 - Semi -heated spaces - For spaces eligible for this wall insulation exception, the UA calculation excludes all wall assemblies. However, wall area values are required to run the window -to -wall ratio calculation. Enter into form all wall types in the semi -heated space. Enter the sf area of each wall type and enter "1" for the U -factor. Note 5 - Mass transfer slab edges must be covered with an assembly having an overall U -factor of 0.2. Note 6 - Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning (unconditioned, semi -heated, fully conditioned) shall be included only on the ENV -UA form for the space with the greatest degree of space conditioning. Note 7 - List Group R above grade mass walls here. List all other above grade walls, Commercial and Group R, in the Opaque Walls - Above Grade section. Note 8 - Slab -on -grade F -Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 - Opaque door U -factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. A door is defined as opaque if less than 50% of the door area has glazing. Note 10 - Fenestration assembly U -Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Note 11- Refrigerated Coolers - Target U -factors for cooler roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target F -factors for slab -on -grade floors are per C402. Target U -factors for floors that separate a cooler from a non -cooler space (unconditioned and conditioned) are per C402. Target U -factors for vertical fenestration (not within cooler doors) are per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 12 - Refrigerated Freezers - Target U -factors for freezer roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target U -factor for insulated freezer floors is per C410. Insulation is required under the entire freezer floor. Enter proposed information in the Freezer Floor section. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as a section of freezer wall. If freezer floor insulation is installed as integral to or applied underneath a slab -on -grade or exposed floor, this floor area shall be thermally broken from the surrounding floor. Enter proposed thermal break information in the Freezer Floor section and note it as In -Floor Thermal Break. Enter only the opaque portion of freezer doors. Windows within doors and reach -in display case doors shall comply with C410 prescriptive requirements. Note 13 - Stand alone projects - Enter total existing -to -remain sf areas for net above grade walls (including opaque doors), net roof, vertical fenestration and skylights in section provided at top of ENV -UA form. Enter UA information for new envelope assemblies in Building Components section. Note 14 - Addition + Existing, Alteration + Existing, Addition + Alteration + Existing projects - Enter sf areas and estimated U -factors for all existing -to - remain envelope assemblies in Building Components section. Identify these assemblies as EXISTING in U -factor Source & Table # column. Enter UA information for new addition and altered envelope assemblies in Building Components section. Existing and new information will auto fill into the Vertical Fenestration and Skylight Area Calculation section of ENV -SUM as all NEW. Does not affect calculation results. Lighting Summary LTG -SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 ov Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write- protected. Project Title: HOLADAY PARKS - MEZZANINE ADDITION Date 9/24/2018 Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Department Use lt 1LMit i Company Name: Ronhovde Architects Company Address: 14900 Interurban Ave S #138, Tukwila, WA 98168 Applicant Name: Les Seifert Applicant Phone: 206 859-5500 Applicant Email: les@ronhovdearchitiects.com Project Description No Lighting Scope forms. 0 New Building 0 Addition ri Alteration ■ Include PROJ-SUM form (included in envelope forms workbook) with lighting compliance Interior Lighting Description System Included LED lighting El Interior Lighting Plans Interior Lighting Power Allowance Method -by -space Method ■ Building Area Method 0 Space Select method used in project. Interior Lighting Controls Exception 5 Luminaire Level Controls (LLLC) lighting power shall comply with the El All C405.2.1 - C405.2.8 Lighting Controls 0 C405.2 Lighting • Additional Efficiency Package Option C406.4 Enhanced Digital Lighting Controls To comply with C406.4, no less than 90% of the total installed interior required controls per C406.4. Dwelling Unit Interior Lighting Permanently installed interior lighting fixtures in dwelling units comply with: DQ No Dwelling 0 C405.2 thru C405.5 Commercial Lighting Controls and LPA Units 0 C406.3 High Efficacy Lighting 0 R404.1 Residential High Efficacy Lighting. Dwelling unit lighting complies with WSEC Residential provisions in lieu of WSEC Commercial provisions. Exterior Lighting Description System existing - no change Included ■ Exterior Lighting Plans Building Additions Refer to Section C502.2.6 for additional requirements. -. , , _ REVIEWED F con= f'�Y�y�j (�hlf`4 Compliance Method Interior lighting Exterior lighting 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 -to -remain interior lighting fixture wattage in . „Posed Lighting Wattage table in LTG -INT -BLD or LTG -INT -SPACE form. {dor a erior lighting projects, include new + existing -to -remain exterior lighting fixture wattage in " prop ed Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG -EXT form. APPR€ VED Ula I .r `,n+ s.0 �l9 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 1Oft SEP261018 PERMIT CENTER Lighting Summary, cont. LTG -SUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: HOLADAY PARKS - MEZZANINE ADDITION Date 9/24/2018 Change of Space Use areas under -going a change in space use are upgraded to types per Tables C405.4.2(1) or C405.4.2(2). to the current Code in Proposed Lighting Wattage table in • Existing interior lighting systems in comply with LPAs for the new space Identify interior spaces requiring LPD upgrade LTG -INT -BLD or LTG -INT -SPACE form. Interior and Exterior Lighting Alterations Select all Lighting Power and Lighting Control elements that apply to the scope of the retrofit project. If project includes a combination of spaces where less than 50% of the existing fixtures are replaced in some spaces, and 50% or more of the fixtures are replaced in others, then provide separate lighting power compliance forms for the two retrofit conditions. Spaces undergoing the same type of retrofit may be combined into one lighting power compliance form. Refer to Section C503.6 for additional requirements. All alteration lighting controls shall be commissioned per C408.3. Lighting Power Interior lighting Parking garage Exterior lighting 50% or more of existing are replaced el ■ ■ Less than 50% of existingreplaced are ■ II Lamp and/or ballast replacement only — existing total wattage not increased . 50% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form. Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the total lighting power prior to alteration. Include new + existing -to -remain fixtures in the Proposed Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total installed wattage for exterior luminaires. Lighting Controls Interior lighting Parking garage Exterior lighting New wiring installed to serve added fixtures and/or fixtures relocated to new circuit(s) El ■ ■ New or moved lighting panel ■ ■ ■ Interior space is reconfigured - luminaires unchanged or relocated only • New wiring or circuit - For interior light'ng, provide required manual controls per C405.2.3, 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 spaces. No changes are being made to •the interior or exterior lighting systems and existing space uses and configuration are not changed. Interior Lighting - 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 Nov 2017 Project Title: HOLADAY PARKS - MEZZANINE ADDITION Date 9/24/2018 CalculationAddition Area NOT" s - Addition 0 New Construction Q stand alone Q + existing Q Spaces where < 50% of Q Spaces where z 50% of Q Spaces where the Use is luminaires are replaced luminaires are replaced changing (C505) For Building Department Use LPA Calculation Type 0 Standard ® Additional Efficiency Package Option C406.3 Reduced Interior Lighting To comply with C406.3, the Proposed LPD shall be 25% lower than the Target LPA. Refer to C406.3 for additional requirements. User Note 12 Maximum Allowed Lighting Wattage NOTE 1 246 Location (plan #, room #) Space Type Ceiling Height NOTE 2 Gross Interior Area in ft2 Allowed Watts per ft2 Watts Allowed (watts/ft2 x area) A8.1 - Rm.#104 Lobby: all other 32 466 0.720 336 A8.1 - Rm.#105 Lobby: all other 65 36 0.720 26 A8.1 - Rm.#106 Lounge/breakroom: all other A8.1 - Rm.#109 574 0.580 333 A8.1 - Rm.#107 Lounge/breakroom: all other #L5 - 36" LED Vanity Wall Bracket 138 0.580 80 A8.1 - Rm.#108 Office: Open plan 2 374 0.780 292 A8.1 - Rm.#109 Restroom: all other 21 130 0.780 101 A8.1 - Rm.#110 Restroom: all other 26 89 0.780 69 A8.1 - Rm #111 Restroom: all other A8.1 - Rm#113 126 0.780 98 A8.1 - Rm#112 Restroom: all other #L6 - 24" LED Vanity Wall Bracket 89 0.780 69 A8.1 - Rm#113 Electrical/mechanical 3 363 0.760 276 A8.1 - Rm#114 Restroom: all other 37 120 0.780 94 A8.1 - Rm#115 Warehouse: Medium/bulky palletized items 183 337 0.460 155 A8.1 - Rm#201 Office: Open plan A8.1 - Rm#204 2360 0.780 1841 A8.1 - Rm#202 Conference/meeting/multipurpose 330 0.980 323 A8.1 - Rm#203 Storage room 15 0 .500 8 A8.1 - Rm#204 Restroom: all other 52 0.780 41 A8.1 - Rm#205 Storage room 31 0.500 16 Stair#1A Lobby: all other 27 0.720 19 Stair#3 Stairwell 85 0.550 47 Lobby Art/Exhibit Display Allowance from LTG -INT -DISPLAY NOTE 8 Total Area Retail Display 5742 LTG -INT -DISPLAY Allowed Watts Allowance from 4224 Proposed Lighting Wattage NOTE 3 Location (plan #, room #) Fixture Description NOTE 4, e, s Number of Fixtures Watts/ Fixture NOTE 7 Watts Proposed A8.1 - Rm.#104 #L4 - 6" LED Downlight 12 21 246 A8.1 - Rm.#105 #L4 - 6" LED Downlight 2 21 41 A8.1 - Rm.#106 #L1 - LED Low Profile Wraparound 8 32 259 A8.1 - Rm.#107 #L1 - LED Low Profile Wraparound 2 32 65 A8.1 - Rm.#108 #L1 - LED Low Profile Wraparound 5 32 162 A8.1 - Rm.#109 #L4 - 6" LED Downlight 3 21 62 A8.1 - Rm.#109 #L5 - 36" LED Vanity Wall Bracket 1 26 26 A8.1 - Rm.#110 #L4 - 6" LED Downlight 2 21 41 A8.1 - Rm #111 #L4 - 6" LED Downlight 2 21 41 A8.1 - Rm #111 #L5 - 36" LED Vanity Wall Bracket 1 2 6 26 A8.1 - Rm#112 #L4 - 6" LED Downlight 2 21 41 A8.1 - Rm#113 #L1 - LED Low Profile Wraparound 3 32 97 A8.1 - Rm#114 #L6 - 24" LED Vanity Wall Bracket 1 18 18 A8.1 - Rm#115 #L3 - 48" LED Strip light 3 32 96 A8.1 - Rm#201 #L2 - 48" LED Linear Pendant direct/indirect 32 37 1168 A8.1 - Rm#202 #L2 - 48" LED Linear Pendant direct/indirect 5 37 183 A8.1 - Rm#203 #L7 - LED Wall Sconce 1 9 9 A8.1 - Rm#204 #L4 - 6" LED Downlight 1 21 21 A8.1 - Rm#204 A8.1 - Rm#205 Stair#1A Stair #3 #L6 - 24" LED Vanity Wall Bracket #L3 - 48" LED Strip light #L4 - 6" LED Downlight #L7 - LED Wall Sconce 1 1 1 2 18 32 21 9 18 32 21 18 Proposed Retail Disp ay Lighting from LTG -INT -DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 2689 Interior Lighting Power Allowance COMPLIES WITH C406.3 Note 1- List all unique space types per Table C405.4.2(2) that occur in the project scope. Select space type category 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. Enter all proposed lobby art/exhibit display fixtures in LTG -INT -DISPLAY form only. 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 provided in the Maximum Allowed Lighting Wattage table. d. If lighting alteration project includes some building areas or spaces where < 50% of luminaires are replaced, and other areas or spaces where >_ 50% of luminaires are replaced, then these areas or spaces may be documented separately. If multiple forms will be completed to demonstrate compliance for the total scope of the alteration project, describe scope covered in form in User Note section. OV uc INVESTIGATIVE ENGINEERS, LLC RESPONSIVE CLIENT: PROJECT: STRUCTURAL ENGINEER: PROJECT NUMBER: PROJECT No SHEET OF. DESIGNER DATE CHECKED BY r__ DATF 3605 C ST NE, AUBURN, WA. 98002 ACCURATE THOROUGH 253.833.5557(0)/253.833.7309(F) CAUSE 8 ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACC/DENT INVESTIGATION SEISMI HAZARD ASSESSMENT STRUCTURAL CONSULTATION LOCATION/JURISDICTION: CODE: LOADS: STRUCTURAL CALCULA r/ONS HOLADAY PARKS 4600 Boum 134TH PLACE TUKWILLA, WA. 98168 HOLADAY PARKS TENANT IMPROVEMENT (NEW FLOOR) 4600 SOUTH 134TH PLACE TUIfwILLA, WA. BC INVESTIGATIVE ENGINEERS 3605 C STREET NE AUBURN, WA. 98002 253.833.5557(0)/253.833.7903 (F) 18085 CITY OF TUKWILLA 2015 IBC I. LATERAL LOADS: WIND: SEISMIC: 11. VERTICAL LOADS: LIVE III. SOILS REVIEWED FOR CODE COMPLIANCE APPROVED OCT 172018 City BUILDING°f Tukwila DIVISION MG INTERIOR SO NOT APPLICABLE -122.275 LONG 47.484 LAT 1.492 Ss 0.559 SI 50 PSF 80 PSF OFFICE CORRIDORS N/A EXISTING 8" REINFORCED SOG CITY OF TUKWILA SEP 26 2018 PERMIT CENTER t)I �?O' INVESTIGATIVE PROJECT No SHEET Z OF___ DESIGNER DATE EIC ENGINEERS, LLC CHECKED BY DATE 3605 C ST NE, AUBURN, WA, 98002 RESPONSIVE • ACCURATE • THOROUGH 253.833.5557(0)/253.833.7309(F) CAUSE 8 ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INVESTIGATION SEISM/ HAZARD ASSESSMENT STRUCTURAL CONSULTATION L0,40 COMPUTATIONS FLOOR LOADS DEAD FLOORING - VARIES 2.5 PSF SHEATHING - 3/4" PWD/OSB 2.5 PSF FRAMING - 14" 1 JOISTS @ 16 3.0 PSF CEILING - SUSPENDED 2 PSF MECH/ELECT 1.00 PSF MISC/INSUL'N 1.00 PSF TOTAL 12.0 PSF LIVE OFFICE 50 PSF CORRIDOR/STAIRS 80 PSF TOTAL FLOOR LOADS DEAD + LIVE DEAD + LIVE 62 PSF 92 PSF WALLS DEAD FINISHES - I/2" GWB 2 PSF SHEATHING - I/2" PWD/OSB 1.5 PSF FRAMING - 350-43 STUDS/PLATES 1.5 PSF FINISHES - 1/2" GWB 2 PSF MECH/ELECT 0.50 PSF MISC/INSUL'N 0.50 PSF TOTAL 8.0 PSF 0 STD z%f too{ZPz Q CAN/pen—WE- 0 AN/ — — Design Maps Summary Report User -Specified Input Report Title Holaday Parks TI (18085) Wed August 1, 2018 19:03:06 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 47.48359°N, 122.27517°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS—Provided Output Ss = 1.492 g S1 = 0.559 g SMS = 1.492 g SMI = 0.838 g Sos = 0.995 g Sol = 0.559 g For Information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 145 1.50 135 1.3) 11..15 9 030 : 0.75 0 U3 045 030 0.15 0.03 MCER Response Spectrum 0.310 040 0W 0») 1107 1.31 1.40 I1+7 110 Pcriad, T (Etc) 2170 1.10 I10 0S(1 0)37 030 0110 050 040 030 03) 0,10 Design Response Spectrum 0.33 040 000 01,)7 1 X 13) 140 1110 110 Period, T (scc) igari INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH PROJECT No SHEETNOF DESIGNER DATF CHECKED BY DATE 3605 C ST NE, AUBURN, WA. 98002 253.833.5557(0)/253.833.7309(F) CAUSE 8 ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INVESTIGATION SEISM HAZARD ASSESSMENT STRUCTURAL CONSULTATION IBC 2015: EARTHQUAKE LOADS - BASED ON CURRENT ASCE 7 SITE CLASS: D v: CATEGORY II: BLDGS & OTHER STRUCTURES EXCEPT THOSE LISTED IN I, III, OR IV 1. BEARING WALL SYSTEMS K. Light frame walls with shear panels -wood structural panels/sheet steel panels Ct = 0.020 for all other structures HN = CT = X= TA = Cu = Ss = Si = FA = Fv = 9 FT, HEIGHT ABOVE BASE TO HIGHEST LEVEL OF BUILDING 0.02 APPROXIMATE PERIOD PARAMETER 0.75 APPROXIMATE PERIOD PARAMETER 0.104 SEC TCALC - 0.000 SEC 1.4 T = 0.104 SE12 story drift determination K = 1.000 VERTICAL DISTRIBUTION EXPONENT 1.492 (G), FIG 22-1 - MAX EARTHQUAKE GROUND MOTION OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION, SITE CLASS B 0.559 (G), FIG 22-2 - MAX EARTHQUAKE GROUND MOTION OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION, SITE CLASS B SEISMIC USE GROUP: 1 TABLE 1617.6 R = 6.5 Wo= 3.0 C0 = 4.00 IE = 1.00 1.00 TABLE 11.4-1 SMS = 1.492 (Ea 11.4-1) 1.50 Cs = Cs = Cs = Cs = Cs = TABLE 11.4-2 SMI = 0.839 (Ea 11.4-2) SDs = 0.995 (Ea 11.4-3) SDI = 0.559 (Ea /1.4-4 0.1530 (Ea. /2.8-2) 0.8275 (Ea. 12.8-3) 0.0438 (Ea. /2.8-4) N/A (Ea. /2.8-6) 0.1530 CONTROLLING SEISMIC RESPONSE COEFFICIENT 0.1530 0.0000 V=CS*W=0.153*W SEISMIC DESIGN CATEGORY = D F 'G 1.1 el 1.0 u 0.9 • 08 c', 0.7 d 0.6 a, 0.5 °o 4 03 °' 0.2 0.1 a oo Design Response Spectrum (Figure 11.4-1) S55 = 0.995 S01=0.559 00 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 o. To = 0.112 Ts = 0.562 Period T I ASD BASE SHEAR => 0.109 *W DI C( (bci` ) 334 if z qfa) D-L-13-esig 104, tix02,04(2.070 ftAkiWr IAA) SEISMIC DESIGN CATEGORY PER TABLES 11.6-I$2 SYSTEM LIMITATIONS 8 BUILDING HEIGHT LIMITATIONS D BASED ON SHORT PERIOD (SDs) 65 FEET, PER TABLE 12.2-1 BUILDING HEIGHT IS WITHIN LIMITATIONS, O.K. D BASED ON I -SEC PERIOD (SDI) 0.1530 (Ea. /2.8-2) 0.8275 (Ea. 12.8-3) 0.0438 (Ea. /2.8-4) N/A (Ea. /2.8-6) 0.1530 CONTROLLING SEISMIC RESPONSE COEFFICIENT 0.1530 0.0000 V=CS*W=0.153*W SEISMIC DESIGN CATEGORY = D F 'G 1.1 el 1.0 u 0.9 • 08 c', 0.7 d 0.6 a, 0.5 °o 4 03 °' 0.2 0.1 a oo Design Response Spectrum (Figure 11.4-1) S55 = 0.995 S01=0.559 00 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 o. To = 0.112 Ts = 0.562 Period T I ASD BASE SHEAR => 0.109 *W DI C( (bci` ) 334 if z qfa) D-L-13-esig 104, tix02,04(2.070 ftAkiWr IAA) To 5 rr v � I F' Ivc V fr lso p A-' ?/22(DI \\ rt 4,3 02,?z " 3/7Z0 (IS) ti v)(1Q(7,) �0(c'4 4-9(cd2)I ..,\,(05107-e ftCINVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E. AUBURN, WA. 98002 Project No. Sheet of Designer Date Checked By Date Revisions Date qfskaik 20b t5CThk 200 Do.94(Livit V* OLDS 25'/?2 SW Of/P*1PS 19s0,70/4c, 14- VittILD g64-0, i1C4 _ I, z LiNis di •. - CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODE ANALYSIS FOR TITLE BCIEJOB NO. 1 IlC INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E. AUBURN, WA. 98002 Project No. Sheet of_ Designer Date Checked By Date Revisions Date 9r4-(2--NcKL---0 UJ Lws) L: �. ef, s (324-Z8)* R(k+met D4I2S / 5Z /za w,sel 2R6`,6f LSV. tut° 1 17.5(ze, 4ctsciv4 it/ /&tW t4, Ertl fc v e/L[/`, SW CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE• CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODE ANALYSIS FOR TITLE: BCIEJO Bci INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E. AUBURN, WA. 98002 Project No. Sheet Designer Date Checked By Date Revisions Date %'Etr mf_ct yI,g21 &L sf > ©gt gaisLL)f 14) 1 q? )LI/Wtlirc9zt4 liD I C y l `� 4l G LSi 09(// 1nV'O J2(J Gfcs alfi �KvtctTig C5,AC1e I 11/4 P1 Rdh6N al/LC yds (qi)+-O&) 0-r Dife-Oattl- w/ �D p :PO Vill) 51,6 CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODE ANALYSIS FOR: TITLE: BCIEJOB NO. BCINVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E. AUBURN, WA. 98002 Project No. Sheet Designer Date Checked By Date Revisions Date Dim 410S q-(7.49) 1, !: 95-111-i)(9?).,>' -6115 etl p2 S? -bp) 2 (111-0k P3 xteN) Ito ,S..1294 (6)1- 01,1569 CID) _ .-)1v PC ZsEDIA 2ad- 012K ° sett Pful E004f D CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE• CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEIShc1CREHABILITATION • CODE ANALYSIS FOR BCIEJOB TITLE NO. e CO BC1 INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E AUBURN, WA. 98002 Project No. Sheet 4L of Designer Date Checked By Date Revisions Date Ti. P-11- 1, �t 1 wit) iLr J5 11,6#ziot(-* Lictibv- site/a° IM AG/(4.4419/9q5b) trf oD 1/790*,L, 83 /31S Loi n� cel. Lqkr 20t)&I/0, 1tt 1 /2(0 €lb a 147-rvltto e Weruzlacdh (t(. LEL' U C/* r CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISAIICREHABILITATION • CODE ANALYSIS BCIEJOB NO. Fon TITLE FO R T E® MEMBER REPORT Mezzanine, Floor: Joist 1 piece(s) 14" TM® 360 @ 16" OC 0 20' 0.00" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design an ' :• - 3 L 'divot ocation Allowed;; Result ,' ILO ;Load Cointilhaiion (Pattern] [croup) _.- Member Reaction (lbs) 1206 @ 2.50" 1202 (2.25" ) � Passed (100% 1.00 1.0 D + 1.0 L (Cont. LL @ 15") (All Spans) 1111 Shear (lbs) 1156 @ 20' 3.50" 1955 Passed (59%) 1.00 1.0 D + 1.0 L (Cont. LL @ 219") (All Spans) 1281 Moment (Ft -lbs) 6041 @ 10' 4.13" 7335 Passed (82%) 1.00 1.0 D + 1.0 L (Cont. LL @ 123") (All Spans) 1201 Live Load Defl. (in) 0.509 @ 10' 3.72" 0.504 Passed (11 --475) 1.0 D + 1.0 L (Cont. LL @ 123") (All Spans) [201 Total Load Defl. (in) 0.628 @ 10' 3.68" 1.008 Passed (11385) -- 1.0 D + 1.0 L (Cont LL @ 123") (All Spans) 1201 T] -Pro'" Rating 45 40 Passed -- -- • Deflection criteria: LL (L/480) and TL (1/240). • Top Edge Bradng (Lu): Top compression edge must be braced at 4' 0.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 5.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the -la -Prow" Rating indude: bridging or blocking at max. 8' o.c.. • A concentrated floor live load has been applied to this member per IBC section 1607.4. = Bearing Length " (Includes the erfects of the Conn 111 Loads , (W to Supports theut the Co (lbs) c LLI F s ti ` SU Or1S '' pP, Total a ;Available . r Required r Dead -� Floor .— a ' } Total Accessories . 1- Stud wall - HF 3.50" 2.25" 2.27" 206 686 892 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 2.27" 206 686 892 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above It bypassing the member being designed. ILOadS ,;, i -.Location (Side]' , Spacing rContblries Dead , (0.90) F ; FlporLWe ' . (1.110) '_ Comments N; 1 - Uniform (PSF) 0 to 20' 7.00" 16" No 15.0 50.0 Office Buildings - Offlces 2 - Concentrated LiveVaries Load fibs)" 16" 2000 Office Buildings - Offices • ' Combine floor live load with the concentrated live load check • 2 Uniformly distributed over an area of 21/2 feet by 21/2 feet Weyerhaeuser Notes. Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdictlon. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllitles are third -party certified to sustainable forestry standards. Weyerhaeuser Englneered Lumber Products have been evaluated by ICC E5 under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-8txary. The product application, Input design Toads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Binford BC Investigative Engineers (253)833-5557 lbinford@bcie.net PASSED System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:05:42 AM Forte v5.4, Design Engine: V7.1.1.3 J1.4te Page 1 of 1 FO R T E' MEMBER REPORT Mezzanine, Floor. Joist 1 piece(s) 14" T3I® 230 @ 12" OC All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design;Re'sults +aI-t8 Location Allowed: Result , LDF `Loatl, Combination (Pattern)(Group] Member Reaction (lbs) 866 @ 2.50" 1183 (2.25") Passed (73%) 1.00 1.0 D + 1.0 L (Conc. 11 @ 15") (All Spans) rill Shear (lbs) 820 @ 16' 3.50" 1945 Passed (42%) 1.00 1.0 D + 1.0 L (Cont. LL @ 171") (All Spans)l241 Moment (Ft -lbs) 3473 @ 8' 4.11" 4990 Passed (70%) 1.00 1.0 D + 1.0 L (Conc. LL @ 99") (Ail Spans) 1181 Live Load Defl. (in) 0.249 @ 8'3.71" 0.404 Passed (L/780) -- 1.0 D + 1.0 L (Cont. LL @ 99") (All Spans)l181 Total Load Defl. (In) 0.295 @ 8' 3.68" 0.808 Passed (1/658) -- 1.0 D + 1.0 L (Cont. 11 @ 99") (All Spans)r181 TJ -Pro'" Rating 58 40 Passed • Deflection aiterla: LL (1/480) and TL (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that Is glued and nailed down. • Additional consideratlons for the T3 -Pro•" Rating Include: bridging or blocking at max. 8' o.c.. • A concentrated floor live load has been applied to this member per IBC section 1607.4. { : learing,Length a' (Includes the effects o the Conc.1,L) :Loads JWthoutthe to Supports (I14)s Con_e LI) ','51,, ...1 :Total Available Required adFLlve . Total" £ Accessories , 1 - Stud wall - HF 3.50" 2.25" 1.75" 124 415 539 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 124 415 539 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. L.oadS .Lo auon'(Side), Spacing,.: 'Combidea Dead r '., (0 90)s Flaor Live ' (1,00) , comments4, 1 - Uniform (PSF) 0 to 16' 7.00" 12" No 15.0 50.0 Office Buildings - Offices 2 - Concentrated LiveVaries Load (lbs)' 12" 2000 Office Buildings - Offices • 1 Combine floor live load with the concentrated live load check • 2 Uniformly distributed over an area of 21/2 feet by 2Vs feet Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products wit be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to drcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlities are third -party certified ID sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.cam/woodproducts/document-Library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Binford BC Investigative Engineers (253) 833-5557 jbinford@bcie.net PASSED 1) T.4 eft#444- System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:06:03 AM Forte v5.4, Design Engine: V7.1.1.3 J2.4te Page 1 of 1 ti1 F 0 R T E ' MEMBER REPORT Mezzanine, Floor: Joist 1 piece(s) 14" TN@ 230 @ 16" OC 0 PASSED )1.1 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Desi9� Results, , . » . - Actual t� Location _ ABIOwe I Result, •, t DFs` 'Load Coinbinatlon (Pattern�:[G cup] ,.,. Member Reaction (lbs) 1151 @ 2.50" 1183 (2.25") Passed (97%) 1.00 1.0 D + 1,0 L (Cont. LL @ 15") (Al! Spans)flll Shear (lbs) 1090 @ 16' 3.50" 1945 Passed (56%) 1.00 1.0 D + 1.0 L (Cont. LL @ 171") (All Spans) 1241 Moment (Ft -lbs) 4615 @ 8' 4.11" 4990 Passed (92%) 1.00 1.0 D + 1.0 L (Cont. LL @ 99") (Al! Spans)f181 Uve Load Defl. (In) 0.322 @ 8' 3.71" 0.404 Passed (L/603) _ 1.0 D + 1.0 L (Cont LL @ 99") (All SpanS)f181 Total Load Defl. (In) 0.382 @ 8' 3.68" 0.808 Passed (1/508) -- 1.0 D + 1.0 L (Cont. LL @ 99") (All Spans)f181 TJ -Pro'" Rating 53 40 Passed — -- • Deflection criteria: 11(1/480) and TL (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 2.00" o/c unless detailed otherwise. • Bottom Edge Bracing (W): Bottom compresslon edge must be braced at 16' 5.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis 1s based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro"" Rating Include: bridging or blocking at max. 8' o.c.. • A concentrated floor live bad has been applied to this member per IBC section 1607.4. Supports Hearing iengiii , fihcludes the effects of he cont Lit 't loads _ -(W to°Supports thoutthe Co (lbs) c LL11 at, •` x`. Accessories' h< Total AVatiable Required E Dead Live T• otal 1 - Stud wall - HF 3.50" 2.25" 2.12" 166 884 1050 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 2,12" 166 884 1050 1 1/4" Rim Board • Rim Board Is assumed to carry all bads applied directly above it, bypassing the member being designed. : -Load$-_ k _vk c Lacation (Side)'2 a .Sp cIng f j v{ f_ .Combine Dead ' (0 90);_ Floor Live •r $4(100) t` t x r Comments ' 1 -Uniform (PSF) 0 to 16' 7.00" 16" No 15.0 80.0 Office Buildings - Corridors above 1st Floor 2 - Concentrated Live Load (Ibsp Varies 16" - - 2000 Office Buildings - Corridors above 1st Floor • I Combine floor Ive load with the concentrated live load check • 2 Uniformly distributed over an area of 21/2 feet by 21/2 feet Weyerhaeuser Note; Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadiities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design Toads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Binford BC Investigative Engineers (253)833-5557 )binford@bcie.net System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:08:58 AM Forte v5.4, Design Engine: V7.1.1.3 J2 Corridor.4te Page 1 of 1 F 0 R T E MEMBER REPORT Mezzanine, Floor: Joist 1 piece(s) 14" TIL® 210 @ 16" OC fivesll_Len gth _. All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. .' D.eslgn Results ,_.. Aa4 L ctul ocation llo Awed,, ' Result ' y >; LDF' Load.;Com iiiiii n (Pattern);IGroup)..'. Member Reaction (lbs) 1120 @ 2.50" 1134 (2.25") Passed (99%) 1.00 1.0 D + 1.0 L (Conc. 11 @ 15") (All Spans) (111 Shear (lbs) 1051 @ 14' 3.50" 1945 Passed (54%) 1.00 1.0 D + 1.0 L (Conc. LL @ 147") (All Spans) f221 Moment (Ft -lbs) 3932 @ 7' 4.09" 4490 Passed (88%) 1.00 1.0 D + 1.0 L (Conc. LL @ 87') (All Spans) f171 Live Load Defl. (In) 0.243 @ 7' 3.71" 0.354 Passed (1/700) — 1.0 D + 1.0 L (Cont LL @ 87") (All Spans) f171 Total Load Dell. (In) 0.283 @ 7' 3.68" 0.708 Passed (1/601) -- 1.0 D + 1.0 L (Conc. LL @ 87") (All Spans) f171 T3 -Pro" Rating 57 40 Passed -- — • Deflection aiterla: LL (1/480) and TL (LJ240). • Top Edge Bracing (W): Top compression edge must be braced at 3' 11.00° o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 5.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysts Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the T] -Pro" Rating Include: bridging or blocking at max. 8' o.c.. • A concentrated floor live load has been applied to thts member per IBC section 1607.4. • �' Supports Bearing length + (Includes the'effecks'ur the Conn LL1 ;Loads (W to Supports'(Ibs) ; theathe Cone LL'1- a Accessories rotas Avallabie ` equiredr Dead Floor + • .Total 1- Stud wall - HF 3.50" 2.25" 2.20" 146 486 632 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 2.20" 146 486 632 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads„e' _s , ^fi .rt.ocatio0'(Side) . Spacing } Cornbinet- PeedFloorUver , , (0 90)'z �* (1.D0), x CommenEs 1 -Uniform (PSF) 0 to 14' 7.00” 16" No 15.0 50.0 Office Buildings - Offlces 2 - Concentrated LiveVaries Load fibs? 16" 2000 Office Buildings - Offices • 1 Combine floor live load with the concentrated live load check • 2 Uniformly distributed over an area of 2V2 feet by 2Va feet Weyerhaeuser Note Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calcuiadon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Binford BC Investigative Engineers (253) 8335557 jbinford@bcie.net PASSED is 6cifit System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD (Zj) SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:06:27 AM Forte v5.4, Design Engine: V7.1.1.3 J3.4te Page 1 of 1 FO R T E® MEMBER REPORT Mezzanine, Fioor:: Joist 1 piece(s) 14" T)I® 210 @ 16" OC + 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results w y ,. :Actu al @location Allowed* Result . IDF ;Load Combination (Pattern) [Group.) .. Member Reaction (lbs) 1120 @ 2.50" 1134 (2.25") Passed (99%) 1.00 1.0 DSpans) +[1111.0 L (Cont LL @ 15") (All Shear (lbs) 1051 @ 14' 3.50" 1945 Passed (54%) 1.00 1.0 D + 1.0 L (Cont. LL @ 147") (All Spans)l221 Moment (Ft -lbs) 3932 @ 7' 4.09" 4490 Passed (88%) 1.00 1.0 D + 1.0 L (Cont. LL @ 87") (All Spans)l171 Live Load Defl. (in) 0.243 @ 7' 3.71" 0.354 Passed (1/700) -- 1.0 D +11 171. L (Conc. LL @ 87") (All Spans)0 Total Load Defl. (In) 0.283 @ 7' 3.68" 0.708 Passed (L/601) -- 1.0 D + 2.0 L (Conc. LL @ 87") (All Spans)f171 TJ -Pro"" Rating 57 40 Passed — -- • Deflection criteria: LL (1/480) and TL (1/240). • Top Edge Bradng (Lu): Top compression edge must be braced at 3' 11.00" o/c unless detailed otherwise. • Bottom Edge Bradng (Lu): Bottom compression edge must be braced at 14' 5.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro"" Rating Include: bridging or blocking at max. 8' o.c.. • A concentrated floor live load has been applied to thls member per IBC section 1607.4. Supports Bearing Length 1, '(IncluaeS the effect8 0 the Conc. LL I : Loads - (W to Supports thout the Co (IIbs) + ci LL) MTotal Available;` Required Dead , . .,Floor , Live. fi Total Accessories:` e � 1- Stud wall - HF 3.50" 2.25" 2.20" 146 778 924 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 2.20" 146 778 924 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. O dS?r `location (Side) „SparJng + fCombin i Dead t090)' �)oorllve (1 P0) Cgmrirents . ; ..., _ 1 -Uniform (PSF) 0 to 14' 7.00" 16" No 15.0 80.0 Office Buildings - Corridors above 1st Floor 2 - Concentrated Live (lin? Load (l Varies 16" - - 2000 Office Buildings - Corridors above 1st Floor • 1 Combine floor live load with the concentrated live Toad check • 2 Uniformly distributed over an area of 21/2 feet by 21 feet 1AleyerhaieuseC Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlitles are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Binford BC Investigative Engineers (253) 833-5557 jbinford@bcie.net PASSED U C) codku Pal System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:06:49 AM Forte v5.4, Design Engine: V7.1.1.3 J3 Corridor.4te Page 1 of 1 F 0 R T E° MEMBER REPORT Mezzanine, Floor: Joist 1 piece(s) 14" TM@ 110 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results , ;_,;r"". Actual iLocatiopAllowed`" l . the Conc LLl Result * it LDF 'Load Combination;(Pattern)(Group]„ ,'- Member Reaction (lbs) 1063 @ 2.50" 1041 (2.25") Passed (102%) 1.00 1.0 D + 1.0 L (Cont. LL @ 15") (All Spans)[iil Shear (lbs) 1157 @ 14'1.25" 1860 Passed (62%) 1.00 1.0 D + 1.0 L (Conc. LL @ 147") (All Spans) [22} Moment (Ft -lbs) 2881 @ 6' 2.34" 3740 Passed (77%) 1.00 1.0 D + 1.0 L (Cont. LL @ 75") (All Spans)f161 Live Load Defl. (In) 0.185 @ 6' 6.00" 0.356 Passed (11922) -- 1.0 D + 1.0 L (Cont. 11 @ 75") (All Spans)f161 Total Load Defl. (In) 0.214 @ 6' 6.14" 0.711 Passed (L/800) -- 1.0 D + 1.0 L (Cont LL @ 75") (Alf Spans)f161 TJ -Pro"" Rating 57 40 Passed -- -- • Deflection criteria: LL (1/480) and TL (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 7.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 11.00' o/c unless detailed otherwise. • -409 lbs uplift at support 19' 6.75". Strapping or other restraint may be required. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ -Pro"" Rating include: bridging or blocking at max. 8' o.c.. • A concentrated floor live load has been applied to this member per IBC section 1607.4. ! . , SUp�01'tS � • :: Bearing Length £ (Includestheeffectso‘ l . the Conc LLl ;Loads to;Supports.(Ibs) -v (Wlthoutthe Co cLU• Accessories, ,Total , Avaitabie Requlied ,t Dead ' Floor total 1- Stud wall - HF 3.50" 2.25" 2.33" 119 642 761 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50° 3.50" 296 1580 1876 None 3 - Stud wall - HF 3.50" 2.25° 1.75" -18 282/-366 282/-384 1 1/4° Rim Board Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. 1 r; LOadS x„ �, location (Stile)T. �SPacing Conibinet Dead ;+ (0 90), Floortive (i.p0) Comments 1 -Uniform (PSF) 0 to 19' 10.50" 16" No 15.0 80.0 Office Buildings - Corridors above 1st Floor 2 - Concentrated Live Load varies 16" - - 2000 Office Buildings - Corridors above 1st Floor • t Combine floor live Toad with the concentrated five load check • 2 Uniformly distributed over an area of 2V2 feet by 21 feet Weyerhaeaser Note Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Binford BC Investigative Engineers (253)833-5557 )binford@bcie.net PASSED 14- System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:07:08 AM Forte v5.4, Design Engine: V7.1.1.3 J5.4te Page 1 of 1 R FO R T E MEMBER REPORT Mezzanine, Floor. Joist 1 piece(s) 14" TJI® 110 @ 16" OC 0 All locations are measured from the outside face of left support (or left cantileve end).Afl dimensions are horizontal. flt3SIQi1 Resstlts ;-; . , ,.. , : pial I@ iacation F' 10We Regultl-; , tbFr. ;Load Combinatlon'(Pattem) jGroup) Member Reaction (lbs) 998 @ 20' 8.00" 1041(2.25") Passed (96%) 1.00 1.0 D + 1.0 L (Cont LL @ 231") (All) Spans) f291 Shear (lbs) 1058 @ 10' 7.25" 1860 Passed (57%) 1.00 1.0 D + 1.0 L (Cont. LL @ 147") (All Spans)f221 Moment (Ft -lbs) 2074 @ 16' 4.70" 3740 Passed (55%) 1.00 1.0 D + 1.0 L (Cont LL @ 195") (All Spans)f261 Live Load Defl. (In) 0.095 @ 5' 1.29" 0.256 Passed (1/999+) -- 1.0 D + 1.0 L (Cont. LL @ 63") (All Spans)f151 Total Load Defl. (In) 0.103 @ 5' 1.25" 0.511 Passed (1./999+) — 1.0 D + 1.0 L (Cont. LL @ 63") (Alt Spans)f151 TJ -Pro'" Rating 65 40 Passed -- -- • Deflection criteria: U. (1/480) and TI. (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 4.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 7.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysts Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the T3 -Pro'" Rating Include: bridging or blocking at max. 8' o.c.. • A concentrated floor live load has been applied to this member per IBC section 1607.4. �} Bearing Length .(inctudestheeffectsof•theConc LU t.oads'to (Wlthoot Supports the Copc (Ibs) 4131,,,,-;- Accessorles f SUppOfts , ' Total Available Required Dead F oor ' Total 2 1- Stud wall - HF 3.50" 2.25" 2.07" 81 312/-36 393/-36 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 256 852 1108 None 3 - Stud wall - HF 3.50" 2.25" 2.09" 81 312/-36 393/-36 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Loads• , _, , r L , 4 rS .Location,(Slde) Spacing Combine? Dead , (0 90)3 Ftoo KLlve (2.00) , ` Comments , 1 - Uniform (PSF) 0 to 20' 10.50" 16" No 15.0 50.0 Office Buildings - Offices 2 - Concentrated LiveVarfes Load Obs)' 16" 2000 Office Buildings - Offices • ' Combine floor live load with the concentrated live load check • 2 Uniformly distributed over an area of 21/2 feet by 21/2 feet WeyerFtaeuser Noes, Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocidng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or bested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-Ilbrary. The product application, Input design loads, dimenslons and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Binford BC Investigative Engineers (253) 833-5557 )binford@bcie.net PASSED 'ys/ System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:07:31 AM Forte v5.4, Design Engine: V7.1.1.3 J6.4te Page 1 of 1 FO R T E® MEMBER REPORT Mezzanine, Floor: Joist 1 piece(s) 1 1/2" x 91/4 1.5E TimberStrand® LSL @ 16" OC + 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results - „Actual 0 Location , Allowed _:, Result ,LDF: (Itis) t L),7 ;Load ,Combination (Pattern) [Group] ; Member Reaction (Ibs) 1046 @ 2.50" 1367 (2.25") Passed (77%) — 1.0 D + 1.0 L (Cont LL @ 15") (All Spans) f111 Shear (Ibs) 923 @ 1' 0.75" 4671 Passed (20%) 1.00 1.0 D + 1.0 L (Cont. 11 @ 27") (All Spans)1121 Moment (Ft-Ibs) 2627 @ 5' 4.04" 4272 Passed (61%) 1.00 1.0 n + 1.0 L (Cont. 11 @ 63") (All Spans) 1151 Live Load Defl. (In) 0.221 @ 5' 3.69" 0.254 Passed (1/552) _ 1.0 D + 1.0 L (Cont. LL @ 63") (M Spans)1151 Total Load Defl. (In) 0.248 @ 5' 3.67" 0.508 Passed (1/492) - 1.0 Sp D )1151 L (Cont LL @ 63") (All T3 -Prom Rating 59 40 Passed — -- • Deflection criteria: LL (L/480) and TL (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5.00" o/c unless detailed otherwise. • A 4% increase In the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro'" Rating include: bridging or blocking at max. 8' o.c.. • A concentrated floor live load has been applied to this member per IBC section 1607.4. z� T SUPPo s� *a .:4 .Bear ng Length ,....„.jis-,-, ,: 1 (Includes the effects o the conn Ll) A,oads -'..,c-TW bp Support's thout the Co (Itis) t L),7 �� Accessories .Total =Available ` Re•quired , Deady -"!,Floor--- TPtel 1- Stud wall - HF 3.50" 2.25" 1.72" 106 564 670 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.72" 106 564 670 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied d rectly above It, bypassing the member be ng designed. ;: Loads",. t ;Loppon;(Side), pAcing , ,Combinei Dead ?,(090) Floor Live (100) 1 Comments 1 - Uniform (PSF) 0 to 10'7.00" 16" No 15.0 80.0 Office Buildings - Corridors above 1st Floor 2 - Concentrated Live Load fibs)" Varies 16" - - 2000 Office Buildings - Corridors above 1st Floor • ' Combine floor live Toad with the concentrated live load check • 2 Uniformly distributed over an area of 2V2 feet by 2V2 feet Weyeihieuser Note Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall protect ACcessorles (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Blnford BC Investigative Engineers (253)833-5557 jbinford@bcie.net PASSED 19 System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1/2018 11:07:49 AM Forte v5.4, Design Engine: V7.1.1.3 J7.4te Page 1 of 1 Be INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Project Title: Engineer: Project ID: Project Descr: Printed: 23 AUG 2018, 2:13PM ood Beam Lic. # : KW -06010541 Description : Mark J7 CODE REFERENCES : File X:41obs120181180851StructuralNotes and Calcs\Framing Calcs ec6 • SofWare copyrightENERCALC INC.:.1983=2018;J3ui d 10.18.7.31. Licensee : BC Investigative Engineers Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade Trus Joist : TimberStrand LSL 1.55E Fb + Fb - Fc - Frit Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2325 psi 2325 psi 2170 psi 900 psi 310 psi 1070 psi E: Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 44.99pcf Repetitive Member Stress Increase Applied Loads Uniform Load : 0 = 0.020, L = 0.1333 , Tributary Width = 1.0 ft, (Corridor) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Desi. n OK Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 = 0.562 1 1.50x9.250 1,548.01 psi 2,752.20 psi +D+L 6.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.408 In Ratio = 0.000 In Ratio = 0.469 In Ratio = 0.000 In Ratio = 352 >=240 0 <240 306 >=180 0 <180 0.281: 1 1.50x9.250 = 87.10 psi = 310.00 psi +D+L = 0.000 ft Span # 1 Maximum Forces °& Stresses for Load Combinations Load Combination Segment Length D Only Length = 12.0 ft +D+L Length =12.0 ft 40+0.750L Length = 12.0 ft +0.60D Length =12.0 ft Max Stress Ratios Span # M V Cd CFN CI Moment Values Cr Cm C t CL M fb Shear Values Pb V fv Fv 1 0.082 0.041 1 0.562 0.281 1 0.352 0.176 1 0.028 0.014 0.90 1.029 1.029 1.00 1.029 1.029 1.25 1.029 1.029 1.60 1.029 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36 2.76 2,16 0.22 201.96 1,548.01 1,211.49 121.17 0.00 2476.98 0.00 2752.20 0.00 3440.26 0.00 4403.53 0.00 0.11 0.00 0.81 0.00 0.63 0.00 0.06 0.00 11.36 0.00 87.10 0.00 68.16 0.00 6.82 0.00 279.00 0.00 310.00 0.00 387.50 0.00 496.00 UC INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Project Title: Engineer: Project ID: Project Descr: Woo Beam: Lic. # : KW -06010541 Description : Mark J7 Overall Maximum Deflections Printed: 23 AUG 2018, 2:13PM File X:Uobs120181180851Structural;Notes and CalcstF.raming Calcs ec6 SottJrateco htENERCALC`INC. 19832018;$uild:10.18731 Licensee : BC Investigative Engineers Load Combination Span Max.' ' Defl Location in Span Load Combination Max. "+ Defl Location In Span +D+L 1 0.4691 6.044 Vertical Reactions Support notation : Far left Is #1 0.0000 0.000 Values in KIPS Load Combination Support1 Support2 Overall MAXimum Overall MlNimum D Only +D+L +D+0.750L +0.60D L Only 0.920 0.920 0.800 0.800 0.120 0.120 0.920 0.920 0.720 0.720 0.072 0.072 0.800 0.800 1,8L. c13 HCINVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E. AUBURN, WA. 98002 Project No. Sheet Designer Date Checked By Date Revisions Date l z-3-r D% IMta( ikJ> 4' 130401 t Z03()1 ?N iqv) +: 46(,(711(0] A ,�if- �� TiSak 140/0i- gt eVit(4 (9-1�E( 1 L' 14 s (olt(0) + 31712laoY 9601- (g) 1-7-0h490 it; ,50t- ._J`t: 6 5(30/2) 225 f t4 SC3i)12)O'pof . faLt l C. -'6 6/(A �s�t LY, L OM(0) t of = (9.D i Ly (i U y 51aS 1(- i3ett0C2 1,4A.p fT1,!1its) PL( cb° ocovlitto .J q_4 CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODE ANALYSIS FOR TITLE: BCIEJOB NO. UCINVESTIGATIVE ENGINEERS, LLC NEEPONEIVE • ACCURATE • T110N000H Project Title: Engineer: Project ID: Project Descr: ood Bear # : KW -0601 Description : B1 CODE. REFERENCES a Printed: 1 AUG 2018, 10:32AM File)Wobs1201811808518tniptuiatNotes end Caics\Framing Caks ec6 'z Licensee : BC Investigative Engineers Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method ; Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing DF/DF 24F - V4 Fb + Fb - Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E: Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850 ksi 31.2 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2030, L = 0.8950 , Tributary Width = 1.0 ft, (J2 (Sim) +J3 (Corridor)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 0.916 1 3.125x12 2,196.00 psi 2,400.00 psi +D+L 5.000ft = Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.250 in Ratio = 0.000 in Ratio = 0.307 In Ratio = 0.000 in Ratio = 479 >=360 0 <360 391 >=240 0 <240 0.665: 1 3.125x12 176.32 psi 265.00 psi +D+L 0.000 ft Span # 1 :Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Moment Values C1 Cr Cm C t Ci M fb Fb Shear Values V fv F'v D Only Length =10.0 ft 1 0.188 0.137 +D+L Length =10.0 ft 1 0.915 0.665 +D+0.750L Length = 10.0 ft 1 0.583 0.424 +0.600 Length = 10.0 ft 1 0.063 0.046 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 2.54 406.00 13.73 2,196.00 10.93 1,748.50 1.52 243.60 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 3840.00 0.00 0.00 0.00 0.81 32.60 238.50 0.00 0.00 0.00 4.41 176.32 265.00 0.00 0.00 0.00 3.51 140.39 331.25 0.00 0.00 0.00 0.49 19.56 424.00 Be INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Project Title: Engineer: Project ID: Project Descr: it( Printed: 1 AUG 2018, 10:32AM ood Beam File #.:X; \Job.s12018 1.80851Strii*al;Notes and CaIcs\Framing Calcs ec6 =; Description : B1 Overall :° Maximum. Deflections Licensee : BC Investigative Engineers Load Combination Span Max. =' Dell Location in Span Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0,3068 5.036 Max. '+' Defl Location In Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support1 Support2 5.490 4.475 1.015 5.490 4.371 0.609 4.475 5.490 4.475 1.015 5.490 4.371 0.609 4.475 r (ft(t 1, 6 L4', sr.,AR*• DC1INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUON Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2018, 11:45AM Wood Beam Lic. # : KW -060105 Description : B2 CODE REFERENCES le = X,Uobs120181180851Stmolural Notes and Calm \FramIng Calcs ec6 Licensee : BC Investigative Engineers Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade Beam Bracing DF/DF : 24F - V4 Fb + 2,400.0 psi Fb 1,850.0 psi Fc - PriI 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.0 ksi Ebend-yy 1,600.0ksi Eminbend - yy 850.0ksi Density 31.20 pcf Applied Loads Uniform Load : D = 0.1540, L = 0.5450 , Tributary Width = 1.0 ft, (J2 (Sim) +J6) DESIGN SUMMARY • Service loads entered. Load Factors will be applied for calculations. Desi • n OK Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 0.663 1 3.125x9 1,590.61 psi 2,400.00 psi +D+L 4.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.148 in Ratio = 0.000 in Ratio = 0.190 In Ratio = 0.000 In Ratio = 649 >=360 0 <360 506 >=240 0 <240 0.460 : 1 3.125x9 121.91 psi 265.00 psi +D+L 7.270 ft Span # 1 Maximum Forces 84Stresses for Load. Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN CI Cr Moment Values Cm C CL M fb Pb Shear Values V fv F'v D Only Length = 8.0 ft +D+1. Length = 8.0 ft +D*0.750L Length = 8.0 ft 40.60D Length = 8.0 ft 1 0.162 0.113 1 0.663 0.460 1 0.427 0.296 1 0.055 0.038 0.90 1.00 1.25 1.60 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.23 5.59 4.50 0.74 350.44 1,590.61 1,280.57 210.26 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 3840.00 0.00 0.00 0.00 0.50 26.86 238.50 0.00 0.00 0.00 2.29 121.91 265.00 0.00 0.00 0.00 1.84 98.15 331.25 0.00 0.00 0.00 0.30 16.11 424.00 3CINVESTIGATIVE ENGINEERS, LLC 0!!PO"!IV! • ACCU"AT! • THOROUGH Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2018, 11:45AM Wood Beam:': Description : B2 . CUobs120181180851Structural Notes and Calcs\Framing Calcs ec6i Overall IVlaxi num Deflections..: Licensee : BC Investigative Engineers Load Combination Span Max.'-" Defl Location in Span Load Combination Max. Defl Location in Span +D+L Vertical Reactions 1 0.1896 4.029 0.0000 0.000 Support notation : Far left Is #1 Values in KIPS Load Combination Support1 Support2 Overall MAXimum Overall MINimum D Only +D+L +0+0.7501 +0.60D L Only 2,796 2.180 0.616 2.796 2.251 0.370 2.180 2.796 2.180 0.616 2.796 2.251 0.370 2.180 ;1°C-9_ 60; Be INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2018, 10:41AM Wood Bea. Lic. # : KW -0601 Description : 93 CODEREFERENCES.:. :file =: X:lJobs\20181180851Structural.Notesand Calcs\Framing Caics.ec6 Licensee : BC Investigative Engineers Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing : DF/DF : 24F - V4 Fb + 2,400.0 psi Fb - 1,850.0 psi Fc - Prll 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling E: Modulus of Elasticity Ebend->o( 1,800.0ksi Eminbend - xx 950.0ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.20pcf Applied Loads : Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2250, L = 0.750 , Tributary Width = 1.0 ft, (Interior Corridor) DESIGN SUMMARY ; Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 0.361: 1 3.125x9 866.67 psi 2,400.O0psi +D+L 2.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.031 in Ratio = 0.000 in Ratio = 0.040 in Ratio = 0.000 in Ratio = 1932 >=360 0 <360 1486 >=240 0 <240 Desi • n OK 0.344: 1 3.125x9 91.09 psi 265.00 psi +D+L 0.000 ft Span#1 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D Only Length = 5.0 ft 1 0.093 +D+L Length = 5.0 ft 1 0.361 +D+0.750L Length = 5.0 ft 1 0.233 +0.600 Length = 5.0 ft 1 0.031 Cd CFN C� Cr Cm C t CL Moment Values 0.088 0.344 0.222 0.030 0.90 1.000 1.000 1.00 1.000 1.000 125 1.000 1.000 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 M fb 0.70 200.00 3.05 866.67 2.46 700.00 0.42 120.00 Shear Values F'b V fv Fv 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 3840.00 0.00 0.39 0.00 1.71 0.00 1.38 0.00 0.24 0.00 21.02 0.00 91.09 0.00 73.58 0.00 12.61 0.00 238.50 0.00 265,00 0.00 331.25 0.00 424.00 Be INVESTIGATIVE ENGINEERS, LLC BFB"CUBIVB • ACCURATE • TNCBBUBN ea Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2018, 10:41AM le = X;Wobs120181f80851Stntctural;Notes and Calcs\Framing Calcs ec6 Description : B3 Overall Maximum Deflections • Licensee : BC Investigative Engineers Load Combination Span Max.'-" Defl Location in Span Load Combination Max. "+" Defl Location In Span +D+L Vertical Reactions 1 0.0404 2.518 Support notation ; Far left Is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 2.438 2.438 1.875 1.875 0.563 0.563 2.438 2.438 1.969 1.969 0.338 0.338 1.875 1.875 v1 315v -`)I 6th 03itto l'2q(Lf )c INVESTIGATIVE ENGINEERS, LLC REEPONEIVE • ACCURATE • TNOROUCN Project Title: Engineer: Project ID: Project Descr: Wood Beam Lic. # : KW -0601054 Description : B4 CODE REFERENCES Printed: 1 AUG 2018, 11:43AM Fle XUobs\20181180851Structural Notes and Calcs\Framing'Calcs ec6 Licensee : BC Investigative Engineers Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade : DF/DF :24F -V4 Fb + Fb - Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E: Modulus of Elasticity Ebend-xx 1 ,800.0ksi Eminbend-xx 950.0ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0ksi Density 31.20pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.190, L = 0.3650 , Tributary Width =1.0 ft, (J2 (Sim) +J3 (Corridor)) DESIGN SUMMARY Desi • n OK Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 0.870 1 3.125x10.5 = 2,087.71 psi = 2,400.00psi +D+L = 6.000ft = Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.316 in Ratio = 0.000 In Ratio = 0.480 in Ratio = 0.000 in Ratio = 456 >=360 0 <360 300 >=240 0 <240 0.495: 1 3.125x10.5 = 131.12 psi = 265.00 psi +D+L 0.000 ft Span # 1 Maximum Forces.&`Stresses -for . Load Combinations' Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN CI Cr Cm Moment Values C CL M fb Pb Shear Values V fv F'v D Only Length = 12.0 ft +D+L Length = 12.0 ft +D+0.750L Length = 12.0 ft +0.600 Length = 12.0 ft 1 0.331 1 0.870 1 0.581 1 0.112 0.188 0.495 0.331 0.064 0.90 1.00 1.25 1.60 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.42 714.71 9.99 2,087.71 8.35 1,744.46 2.05 428.83 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 3840.00 0.00 0.00 0.00 0.98 44.89 238.50 0.00 0.00 0.00 2.87 131.12 265.00 .0.00 0.00 0.00 2.40 109.56 331.25 0.00 0.00 0.00 0.59 26.93 424.00 DV INVESTIGATIVE ENGINEERS, LLC NE"PONEIVE • ACCO AT! • THOR00011 Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2018, 11:43AM e •X:Wo6s120181180851Shutuial Notes and CalcslFraming Calcs,ac6;' Description : B4 Overall ;Maximum Deflections Load Combination Span Max. "' Defl Location In Span Load Combination Licensee : BC Investigative Engineers Max. "+" Defl Location In Span +0+L Vertical Reactions Load Combination 1 0.4800 6.044 Support notation : Far left is #1 Support 1 Support2 0.0000 0.000 Values In KIPS Overall MAXimum Overall MINimum D Only 404 +D+0,750L +0.60D L Only 3.330 2.190 1.140 3.330 2.783 0.684 2.190 3.330 2.190 1.140 3.330 2.783 0.684 2.190 ,� 2 6 )� INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCUN*IE • THOROUGH Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2018, 11:44AM Wood Beam Lic. # : KW -060105 Description : B5 CODE REFERENCES e = X:Vobs\20181180851Structura Notes and Ca cs\Framing Calcs ec6 Licensee : BC Investigative Engineers Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade DF/DF : 24F - V4 Fb + Fb Fc - PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E: Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend-xx 950.0ksi Ebend- yy 1,600.0 ksi Emlnbend - yy 850.0 ksi Density 31.20pcf Applied -Loads Uniform Load : D = 0.1730, L = 0.3110 , Tributary Width = 1.0 ft, (J2 (Sim)) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Desi • n OK Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 0.4591 1 3.125x9 1,101.37 psi 2,400.00 psi +D+L 4.000ft Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.084 in Ratio = 0.000 In Ratio = 0.131 in Ratio = 0.000 in Ratio = 1137 >=360 0 <360 731 >=240 0 <240 0.319 : 1 3.125x9 84.41 psi 265.00 psi +D+L 7.270 ft Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D Only Length = 8.0 ft 1 0.182 0.127 Length = 8.0 ft 1 0.459 0.319 +D+0.750L Length = 8.0 ft 1 0.308 0.214 +0.60D Length = 8.0 ft 1 0.062 0.043 Cd CFN Ci Cr Moment Values Cm C CL M fb Fb Shear Values V fv Fv 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 393.67 3.87 1,101.37 3.25 924.44 0.83 236.20 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 3840.00 0,00 0.57 0.00 1.58 0.00 1.33 0.00 0.34 0.00 30,17 0.00 84.41 0.00 70.85 0.00 18.10 0.00 238.50 0.00 265.00 0.00 331.25 0.00 424.00 ICINVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH OOd Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2018, 11:44AM File= XUobs120181180851Structural Notes and Cefcs\Framing Oaks ec6 Description : B5 Overall Maximum Deflections Licensee : BC Investigative Engineers Load Combination Span Max. "-` Defl Location in Span Load Combination Max. '+" Defl Location in Span +D+L Vertical Reactions 1 0.1313 4.029 Support notation : Far left Is #1 0.0000 0.000 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1.936 1.936 1.244 1.244 0.692 0.692 1.936 1.936 1.625 1.625 0.415 0.415 1.244 1.244 (r Sb C(A3 EICI INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 41 \Ls 12istrA)4-,16 1 ;002b \#s Dr-( 2os 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E. AUBURN, WA. 98002 9' q9.2 —1c1 L3(1, -17)) D:' WotvittlY cS ?('( t"- scf,o2--33 w tri4AK Project No. Sheet // �j3 of Designer Date Checked By Date Revisions Date st.stiez-33 CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODE ANALYSIS FOR: 777ZE: BCIE JOB NO. Combined Axial and Lateral Loads Table Notes 1. Allowable axial loads listed In kips (1 kip = 1,000 pounds). 2. Allowable axial loads listed are based on simple one span condition. 3. Allowable axial loads determined In accordance with AISI S100 Section C5 and with the assumption that axial load passes through centroid of the effective section. 4. Allowable axial loads are based on 4'-0" on center bracing. 5. Studs are assumed to be adequately braced at a maximum spacing of L. to develop full allowable moment, M,. tocur 6. Listed wind pressures represent calculated designed wind pressure (1.0 W based on 2009 or 0.6 W based on 2012 IBC or later ASD Toad combinations). For deflection calculations, listed wind pressures have been reduced by 0.70 as allowed by IBC. The 5 psf pressure has not been reduced for deflection checks. 7. End supports have not been checked for web crippling. See web crippling tables on page 51. 8. See page 5 for additional table notes. 2.56 8f, 16'1//' 1.74 �J} 2.48 24 1.58 2.32 12 14 12 16 24 1.81 167 2.36 1.57 2.28 1.51 1.40 1.19 1.18 104;' 0.86 0.71' 0.46 2 0593 0.452 2.18 2.07 1.84 1.75 1:343 , 1.33 1.17 0.893 0.96' 0,803 3.97 3.90 3.76 3.65 3.56_ .3.39 3.29 3.19 2.99 256 2.21_ 1.95 1.82' 1.583 148': 5.08 5.01 4.87 • 141 4.23 4.12 3.92 331f 2.94.' 2.54 2.40 2.16 1.122 1.57'; 1.49 1.42 1.29 2.14 2.07 1.93 1.87 2.65 1.80 2.57 1.65 2.42 • "1,41,7,42,,,..248 1:64; 1.26 1.16 0.96 099> 0.86! _ 0.6 0.72 2 0.593 0.34 2 ,503 0.36? 1.58 1.47 1.26 :12?. 1.15' 1.003 0.73 2 1.75 1.62' 1.39 1.3334 • 0.97'2 2.30 2.16 1.92' 8.392;' '086' 0.93' 0.78' 0.522 0653. 0512 2.19 2.29 2.17 1.95 187 172 1144' 1.44 1.28' 0.99 °1063 0.903 ''•,622 5 psf Lateral Load (Inteior Walls) 4.15 5.38 4.08 5.31 3.94 5.17 3.56 •:4 99 377 4• 90 3.60 4 72 3.53 4.55 3.42 4.44 3.22 4.23 2.79 3.60 2.66 3 :2 42 .... 3.22 2.14 2.78 2.00 2.64 1.753 2.38' '163' 214 149 2 2.00' 1.252 1.743 2.25 2.17 2.01 3.28 3.20 3.03 3.07 2,96 2.76 2.84 • 2.71 2.47 :ql 1.123 1.18 1.01 0.703 0.;84 0.:67 3 0:382• 1.81 1.63' 1.313 1:96' 83 0.862 5.18 6.68 5.10 6.60 4.94 6.45 4.79 617[;. q69 607 4.49 5.88; 4.37 5.61 4.25 5.49 4.01 5.27 3.45 444:; • 3,03 2.64 2.48 2,19 2 3.43 3.27 2.99 2.01 2.66 1.863 2.50, 1:583 • '2.21`3 8 12 16 24 If no note, deflect/on meets L/720 Deflection meets L/120 'Deflect/on meets 1/240 ..1.06': 1.14 0.98 3 0.70 3 0843' 0.392- 1.75 1.58 1.26 'Deflect/on meets 1/360 5.77 5.70 7.56 5.54 7.41 i5 43 719 533 7.63 f;514 6.91 5.04 6.70 4.92 6.58 4.69 6.34 • 1419 557 403 :5 41 :1.74 =511 _ 3.32 4.39 3.14 4.21 2.82 3.88 ;:2.60 3 42 12 41 209' 'Deflect/on meets 1/600 2.39 2.34 2.24 2:32 2.1 2.25 2.16 2.00 245. 3.38 3.33 3.23 3.22 3.14 2.99 .00 a. til 1.81 2.72 1.66 2.57 1.37 2.29 1.53 2.39 2.220 ;;1.87.. 5.63 5.58 7.41 5.49 7.32 5.49 7.35 5,38 724`:, 5.41 7.35 5,34 7.27 5.19 7.12 7 6.76, 4.71 6.54 4.54 6.23 4.39 6.07 4.11 5.78 3.95 , • -5.45 , 3.77 5.26;,;j 2.43 4.90 7.45 Table Notes 1. Values are for unpunched members. 2. Total load deflection is limited to L/360. 3. Headers are made from two boxed or back-to-back members. 4. Allowable moment, shear, and web crippling are based on twice the capacity of a single member. The moment of Inertia is based on twice the value of the single member. Boxed Hea„ � 5. Web crippling check is based on 1" of bearing at end supports. 6. Members are assumed adequately braced for bending. 7. Allowable loads are for simply supported headers with uniform bending loads only. 8. See page 5 for additional table notes. CAWl�- ack-to-Back Header Head'nr Allowable Uniform Loads !PLF) 5508162 33 33 .550S162 43, 33 5508162-54 50 550Si6263_ 50. 5008137-33 33 ;:6006162 33 . ' z 33 .r7. 6003200-33 33 600S1$7 43 :; 6005162 43 33. :6008200-43 33: 6008250-43 33 "'600S137 54. 50 " '' 600S162-54 50 'i6008200 54 50 6009250-54 50 6005137 68. 6008162-68 6003200=68 '.': 6005250-68 .6008137 97.. - 6005162-97 50 :4008200.91:. 50 6008250-97 50 600S137118 =' 50 6005162-118 50 931.4e 693.5e. _ 194.6;56 1094:96 3484.7e 1960.1e 4782;66 2690:26 4601e _.... 700.8e 1254.5e 1721:76:_:'' 319.5e 179.7e. 486,6e , " 273.7e 871.2e 396.8e 115.0e. 73.8e .. 1 ••••:',154,6e 95r3e 203.2 117.6 250.1 144.7 = 600S250-118 50 800S137 33 800S162-33 BOOS200 33 800813743 `8003162 43 8005200-43 8006250-43 ¢' 8005137-54 • a 8003162-54 . 800S200-54 800S250 54 8009137-68 50 8008162 68 %_ 50 . ` 800,8200.68 50 8008250-68 50 8008137-97 50 :;8005162-97: 50 8008200-97 50 ;. 8008250-97 50 8008137-118 50 8005162118 8008200-118 BOOS250 118 850.8e 638.1e • 850.86 850.8e 638.1e 1751:96 985.Oe 1887.6e 1205.1e 1887,6e 1282.4e . 1887.6e 1350.7e 31;46.8e177.0:16 _ ... 3763.8e 2158.3e 3763;66 22819e 3763.8e 2392.7e 4260,5e 2407.68 5288.3e 2974.7e •;;.5/380.1e':.,3307,5e , 5788.2e 3255.8e 75265e 4233,7e 8403.7e 4727.1e :9432,6e 53059e 98981e 5567.7e 9138,7e , 51405e 10212.8e 5744,7e 11620 3e _ 65364e 12729,2e 7160.2e 436.5e _. 3031e. .170.5e ., 504.98;',..2.,550..66'.';'i 197,2e `., 510.5e 398.7e 224.2e 6304e; 43786 .'` �1463e-_ 771.3e 535.6e 301.3e 820,7e 569,9e ' '120,6e 864.4e, 600.3e 337.78 1381.3e 959,3e 488.3e 1531.4e 10634e 598.2e 1541 Oe:' 1070.16. 528 3e. 1903,8e 1322.1e 601,7e 211666'__ 14700e_ 70006_ 2083.7e 1447.0e 806.3e 3025 3e 1941.3e 819 3395,70 Y ..." 2270 9e t_: '358,Oe 3563.3e 2474,5e 1109.0e 3289.9e'i :2A1987.9e ?.', . 838.7. 3676.6e 2287.3e 965 4183.3e_ , _2687.46 '11337:.:' 4582.5e 3121.2e 1316.7e 10916 75.8e 126,2e 87,6e 143.5e 99,7e i 157 6e• 1031e 192.8e 117,16 205 2e _135,7e 216.16 150,18 '2201.. 127.3 250.06 144,7 290,1e 167.9 190,5 270.5 ,.':156,5 329.16 308.1 178.3 3584 2074 412.8e 238.9 3661. 211.8 328 6 419.3 242.7 9905 567 B 4294... 2485 494.1 285.9 580.5. .335 9 674.2 390.1 33 _ 33 33 6320e 632.0e 632`.Oe • 1401.5e 1401.5e, 1401.5e 1401.56`:`. 2788.4e :2788.46 2788.4e 2788 4e 5627.6e 56276e 5627.6e ,8627,6e 946616 106571e 132975e ;13839.9e - 141573e 15589 2e .., : is 17414.8e 9795.8e 38210.18 :10243126 • 47.,4:08 _• 474.5e 474 Oe 1051.2e 10512e 1051.2e 10512e. 2091.3e '2091;38 2091.3e 7091;36 _ 3297.6e -:3759:16 4220.7e 5325.8e 59946e 7479.8e 7785Oe, .. 7963.5e 8768 9e 379 2e _ 379.2e 840.9e 8409e''' 840.9e 840;9e 1518.3e 1673:Oe`. 1673.0e s 1673,0e 2110.4e 2917.3e 2866:94 3408,5e 4787,1e 316.0e 2370e 316 0e..,= 237.0e • 584.3e 328.7e 676,86 `_ ,381,8e 700.8e 437.2e 4459.56 10544e 593.1e 1215,2e 4683.6e 1384.1e 778.6e 1394.26 815 2e .• 14658e 824.4e, 1670,7e ';i; Simpson Strong -Tie"' Fastening Systems Load Tables, Technical Data and Installation Instructions Strong,Drives PPSD SHEATHING -TO -CFS Screw Common Application: Wood structural paneVsheathing to cold -formed steel (#8 — maximum thickness: 54 mil/16 ga.; #10 — maximum thickness: 97 miV12 ga.) Codes/Standards: ASTM C1513 compliant, ICC -ES ESR -3006 For More Product Information, see pp. 101, 276 PPSD — Pull -Out Loads — Steel Connections Model No, Screw Load Size Description •piattavanotain -4--- 1W 3' --► Steel Thickness: mil (ga.) PPSD11516S0818 PPSDQ11516S0818 PPSD134S1016 PPSDO134S1016 ASD LRFD Nominal strength 27 (22) 33 (20) 43 (18) 63 87 I 119 100 154 ASD' 80 LRFD 128. Nominal strength . 225. 139 215 128 205 325 190 290 54 (16) 183 295 450 68 (14) 194 315 425 • 480 310 500 680 '765 480 765 1,045 '. 1,205 PPSD3S1016 PPSDQ3S1016 #10 ASO LRFD BO 128 Nominal strength 225 128 205 325 194 315 425 480 310 500 680 765 480 765 1,045 1,205 1. Screws and connect ons have been tested per AISI Standard Methods S904-08 and S905-08. 2. Values are based on cold -formed steel (CFS) members with a minimum yield strength, Fy of 33 Wand minimum tensile strength, Fu of 45 ksi for 43 mil (18 ga.) to 27 mi (22 ga.), and a minimum yield strength, Fy of 50 ksi and minimum tensile strength, Fu of 65 ksi for 54 mil (16 ga.) to 97 mil (12 ga.). 3. For design purposes, steel sheet thicknesses are 0.0283° for 27 mil (22 ga.), 0.0346' for 33 mt (20 ga.), 0.0451' for 43 mil (18 ga.), 0.0566' for 54 mil (16 ga.), 0.0713' for 68 mil (14 ga.) and 0.1017' for 97 mil (12 ga.). The actual sheet tNckness shall not be less than 95% of these design thickness as specified In AISI S100, Section A2.4. 4. A minimum of three exposed screw threads are required to achieve the bads in the Table. PPSD — Pull -Through Loads — Rated Sheathing Panels PPSD11516S0818 PPSDQ11516S0818 Screw Load Size Description Reference Pull -Through Loads (Ib.) Minimum Nominal Panel Thickness (in.) OSB 1§32 1332 2339 72 � 23/32 Plywood 245 545 PPSD134S1016 PPSDQ134S1016 PPSD3S1016 PPSDQ3S1016 LRFD 162. Nominal strength 375 ASD #10 LRFD Nominal strength 75 162 375 85 118., 184 ..:255 425 590 85 118 52 184 425 255 112 590 260 111 240., 255 585 114 245'• 555. 111 240 555 570 114 245 570 1. The tabulated values are based on testing per AC233. 2. ASD pull-through bads based on a factor of safety of five applied to the nominal strength value (CD = 1.0, increases to Co = 1.6 allowed where applicable). 3. LRFD bad based on ad)ustment of ASD bad per NDS 2012, Appendix N using KF = 3.32, a, = 0.65, and x =1.0, SIMPSON Strong -Tie IWAt1-040 371 1 - hnical Informatio Screw and Weld Capacities Screw Capacities Table Notes 1. Capacities based on AISI 5100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable Screw Connection Capacity (lbs) 18 0.0188 33 33 30 0.0312 33 33 43 0.0451 33 45 68 0.0713 33 45 118 0.1242 33 45 54 ": 0.0566, 50 65 68 0.0713 50 65 97. " 0.1017 50 >265 118 0.1242 50 65 44 95 +:151 214 '.:1214 214 214 =214 214 :214 214 24 40 79 125 140 . 84 140 '140 140 140 140 140 140'_ 140 140 140: 140 140:. 140 48 29 84 89 ` 43 .:1 127 103 48 140 'Or. 72 195 • 33 b0 .. 55 Pu11Over 'Shear Pull Out Pull -Over 105 '=159 175 244 344 r 426 :.426 426 426 => 426 426 426 94 118 149_. 195 195 195 195 195 195 171 195 195 195 195 195 195 195 263 370 523 '.548 • 548 548 548 .. 548 109 >137 173 .246 301 345 >386 386 386 386 :;198 "386 249 386 356 .9386 386 386 55 102 118 28D 557 777 38 105 :159 63 175 95 ? • .1265 124 345 156 433 196 545 280:= 775 342 775 0' Ila, 0 409 Shear Pull -Out Pull Over 60 127 203 302 600 .,1,016 1,016 44 66 73 110 144 .180 227 324 396 127 .191 .,;, 211 318: 415 656 936';": 1,067 'i:569 777 ' 777 777 225": 284 405 494 625 775 775 775 613 `r' 866 1;016 1,016 .261 328 468 572 752 948 1;067x1 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. view wok.. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity (lbs / in) 43 54 68 97 0.0451 0.0566 0.0713 0.1017 33 33 45 45 54 68 97 0.0566 0.0713 • • 0.1017 50 50`< 50 65 65 65 499 _. 789 1125 905 -1140 1269 864 1365 1269 1566 1972 1269 544 682' 859 985 9241:x,: 663 832. ' 1048 1202 1514:; Weld capacity for materia/ thldmess greater than 0.10'requ/res engineer/ngJudgment to determine leg of we/ds, WI and W2. • • MIMEINVESTIGATIVE ENGINEERS, LLC PROJECT No SIEET_OF_ DESIGNER DATF CRECHE) DY DATE 3605 C ST NE, Ammon, Wo. 98002 RESPONSIVE • ACCURATE THOROUGH 253.638.5557(0)/253.833.7309(F) CAW 6 ORION DIE tweeter REStORATAJV DESKN f6J'ERr WITNESS ACC1ENTRIVES764800 50,50 HAI,WO ASSESSIE/0 9TAS1fRAL CQVStLrAnoN WOOD SCREW SINGLE SHEAR WOOD -WOOD of WOOD -METAL and COMBINED WITHDRAWAL �� ;, DFL • Douglas Fir -Larch DES •Douglas Fir-South'Fa% AI� � HE - Hem -Fir Main Member. WOOD spells: HF Fem 5500 psi tin 1,5 inch Wood Screw: Gage D Fyb 8g 0.1640 inch 90000 psi Re K(D) k 0.078 2.200 24.058 Stele Member: WOOD species: Fes is DFL 4650 psi 0 inch METAL Fes or Fu is 45000 psi 0,0346 Inch L= 105 Ibs shear L W A\%\ \ '\ WMIS'sv Combined Lateral and Withdrawal[ 0 degrees penetration Into main member 1.5 Inches W= I36 lbs/in withdrawal alpha thread length In main member 1,5 Inches 0.656 In min Single Shear (twomember) Z'= 105 lbs U9 Sam, Withdrawal W'= 129 lbs Combined Lateral and Withdrawal Design Value Za'= 105 lbs Z failure mode 0 105 160 Mode Is Mode Ills Mode IV Adlustment Factor Z W CD CM Ct Cg Cdelta Cd C eg 1.00 1.00 1.00 1.00 1.001�.00 Wing 9I{ �igl41�: 1.00 1.00 Notes: t Metal side members: Fu• 58000ps1 for ASTM A36 steel, and Fu• 45,000psi for ASTM A446 Grade A steel. 2. Depth factor, C4,(NDS 93.3) based on penetration into main member p 7 • shank dtarr)eter of screw, with minimum penetration orp - 4 • 4. 3. Thread length is approximately 2l the total wood screw length. 1.00 Pv 08E- Pplkigair6G0 Wood Screw Diameter, ti tint gage 6 7 8 9 10 12 14 16 18 20 24 diameter 0.138 0.151 0.164 0.171 0.19 0216 0242 0.268 0.294 0 0 Fri, (psi) 100000 90000 90D00 90000 00000 80000 70000 70000 60000 60000 45000 Specks G Fe (981) Withdrawal Design Values, W (pounds per inch penetration Into side grain of main member) DFL WC HF 0.50 036 0.43 4650 2550 3500 98 51 73 107 56 79 117 60 86 126 65 93 135 70 100 154 80 114 172 89 127 191 99 141 209 108 155 228 118 168 264 137 196 Pv 08E- Pplkigair6G0 39 II4IIiIENGlNEERS. INVESTIGATIVE LLC RESPONSIVE • ACCURATE THOROUGH CAW 6 ORM RE D[r6FAe'E RES'murxNOE3wN EAERr Wines AECIREN7 INIESMITIa' SEISM: kLERRA ASSESSMENT STRUCnRAL COMLerArON PRo.ECT No SHCET__0F_ DESIGNER 045' CHECKED 61 DATE_ 3605 C ST NE, Ann m%, WA. 98002 253.833.5557(0)/253.833.7309(F) WOOD SCREW SINGLE SHEAR WOOD -WOOD or WOOD -METAL and COMBINED WITHDRAWAL DFL• Douglas Rr-larch DFS • Douglas Fn. -South HF • Hem -Fir Main Member: WOOD species: HF Fern 3500 psi Ertl 1,5 inch Wood Screw: Gage D Fyb 10 g 0.1900 Inch 80000 psi Re K(D) 0.078 2.400 26272 kdoC�214 ZOCv14 Side Member. WOOD species: Fes is DFL 4650 psi 0 inch METAL Fes or Fu is 45000 psi 0.0346 Inch Combined Lateral and Withdrawal: alpha 0 decrees z= 121 b5 shear penetration Into maln member 1.5 incus W= 100 bs/In withdrawal thread length fn main member 1.5 Inches 0.76 In min Single Shear (two member) Zc' 121 Ibs Lag Saco Withdrawal W�- 150 I bs Combined Lateral and Withdrawal Design value Zd � s 121 Ibs z (allure mode 0 121 185 Mode Is Mode Il Is Mode IV Adjustment Factor z W CD CM Ct Cg Cdeka C4 Ceg 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ME i''.0 I]ifllV i„ igiLtIflllli1i1l'i' ;1:Inii i Nota: 1. Metal side members Fs 58000ps1 For ASTM ,036 steel, and Fu- 45,000ps1 for A5TM A446 Grade A steel. 2. Depth Factor, Cd. (N05933) based onpentrationintomainrnemterof.p•7'shankdiameter°Isoew,withminimumpenetNtion°fp•4'd. 3. Thread length is approximately 2/3 the total wood screw length. t - t29 sW u) Wood Screw Vnmeler, 6 tin) 6 7 8 9 10 12 14 16 18 20 24 W9< 4lunette 0.138 0.151 0.164 0.171 0.19 0.216 0.242 0.268 0.294 0 0 Fyb(psi) 100000 90000 90.700 90000 60000 80000 70000 70000 60000 60000 45000 spocI G Fe (psi) Withdrawal Design Values, W (pounds per lnch penetration Into side grain of main member) DFL WC HF 0.50 036 0.43 4650 2550 3500 98 51 73 107 56 79 117 60 86 126 65 93 135 70 100 154 80 114 172 89 127 191 99 141 209 108 155 228 118 168 264 137 196 t - t29 sW u) PA-(14-nitg tU t(i2 .-c-c-7\/- /3p&- 4 Interior Wall Limiting Heights - Non -Composite - Fully Braced Table Notes 1. Five pounds per square foot (psf), 7.5 psf, and 10 psf loads have not been reduced for strength or deflection checks; full lateral load is applied. 2. Limiting heights are based on steel properties only (non - composite) without the contribution of sheathing to strength and stiffness of the assembly. Properly fastened sheathing Is still required for members to be considered fully braced. 3. Web crippling check based on 1" end bearing. 4. Studs are assumed to be adequately braced at maximum spacing of L" to develop full allowable moment. 5. See page 5 for additional table notes. SSMA 162S125-18 33 29.0 .16251257.27.- 12 162S12527 12 16 24 7' 4' 6' 4° 5' 2" 9' 6' 8° 6'1' 5 2" 1625125.30 33 29.2 -1625125-33 12 16 24 16':3"i. 8' 1' 7' 4' 6'5" 5'10° 54° 4' 8° 6 10" 63 7' 1' 6' 5 57" r3: 2505125-18 33 29.0 250S125-27 33 28.9 250S125-30 33 28.9 250S125-33 12 16 24 12• "s 1s 24 12 16 24 2 12 250S125-43 33 28.9 16 24 350S125.18 24 `. 12 3505125-27 33 28.7 16 24 3505125 30 2 11' 8" 10' 2' 8' 3' 16' 1" 14' 5" 11' 10' 16 7 151 12':8 18' 1° 16'5° 14' 4' 10' 6" 9' 7' 8' 3" 12'4 9' 2' 8' 4" 7' 4" 10' 10 9'10' 12' 9° 11' 7" 10' 2" 10' 6": 14' 4° 13' 0" 11' 5' 11' 2" 10' 2' 8' 10' 11 6 8' 1" 7' 4° 6' 5' 11' 2° 10' 2° 8' 10" 116 10 6 ,;,-..,..?.',15,9',„:.".13°.!"...:.:,, 111112 1 '4...11'..$7,.., ;:.11 3 " 11',11 11 0 9 9: 9 9 71.1'e 4:7'41'e: 16' 1° 14' 0" 151° 14' 0" 14' 7' 12' 9" 13' 1" 12' 9" 12' 9' 11' 1 ° 10' 8" 10' 8" > 6 ;1 6 .. , ", 18' 6" 16' 0" 13'1" '1311 3505125.33 33 28.6 350S125-43 33 28.4 3505125-54 50 22,9 12 16 24 12 350S125-68 50 12 3625125-18 33 28.8 16 24 3628125-27 362S125-30 362S125-33. .33 • 362S125-43 33 28.4 33 28.6 24 12 16 24 • 12 16 24 12 16 24 1r3 , 21' 5" 17 1" 18' 7° 15 7' 15'2" 177" 23 6 18'8',: 21 4 16';11 -1554!':, 14'10' • 25'1° 1911° 22' 10° 18' 1" 19' 11" 15' 10' • 26 10 21' 4 24' 5", ... 21.4 16'11 14' 11' 13' 7' 11' 10" 17' 6" 152" 12'5° 1711" 17'5' 15' 10" 13' 10° 151' 21' 11" 19' 11" 17' 5" 14 13' 7' 11' 10' 163 14 10 1211 17'5' 1510" 13' 10' .187,:: 111;' 14' 0' 12' 2° 9' 11"e 18 10 ; 16,4 134 20' 3° 17' 7° 14' 4" 21 11", 18 11' 15.6'.'• 24' 2' 21' 11" 18' 10" 14' 0° 12' 2" 9' 11'e 15.6 15'.0' 13'.1':: 1T 0" 15 6' 13 6° 19' 2' 17' 5" 15 3" 12' 6' 11' 4' 9' 11'e 14 5' 13.' 14' 10' 13' 6' 11' 10" 154,e `:12':2' 16' 9' 15' 3' 13' 4" 11' 6" 9' 11"e 8' 1'e 15.5: 11' 6' 9' 11'e 8' 1"e l3 1 10 11° 10 11' 16' 7' 14' 4' 11'8" 156`. 12':8 21' 1' 18' 10' 15' 4' 14' 10" 13' 6' 11' 8" 154 i4 0:.: 12' 2':': 16' 9' 15' 3' 13' 4' ' Web he/gbt-to-thickness ratio exceeds 200. Web stiffeners am required at al/support points and concentrated /oads. 'e' web stiffeners required at ends. 10'.7 :rive + . 12' 3' 11' 1" 9' 9° 12 8 11.°S" _100' 13' 11' 10" 10'4° 143 114:x` 152" 13'10" 12' 1' 149 12 11 10' 11' 9' 11"e 8' 1'e 12 7 115' 100.:`:,=: 13' 0' 11'10" 10' 4" 10.8 14'8" 13' 4' 11' 7' 6' 4' 5' 6" 4' 6" 6' 1" 5' 6° 4' 6° 71 .5.5" '5:11 : ;: 5 8" 8'11" 7'4° 7' 9" 6' 8" 6' 4" 5' 10" •9'6 77 ; 5 4" 4' 10° 4' 3" 63' 4' 11','. 6' 5" 5 10" 5' 1' 6' 7 6'.9 6 0 . 5 3.:' 8' 3" 7' 2° 5'10'e 11':0 9'. 7±:10" 11'10" 10' 3" 8' 4" 12':8 11'0 511" 14' 4° 13' 0" 10' 8" g..,9 B5°e 11"e 13'1" 11' 4" 9' 14!..1":„ 9.11 13' 2" 10' 9" 13';0 19' 11' 18' 1" 15 10" 21' 4' 8' 3" T2" 5'10"e S',10" 8' 11" 7'10 10' 2° 9' 2" 8' 1° 10'6" 9'11"e 8' 7'e 7' 0'e ,1.3'4 11.7„ 14' 4' 12' 5' 10' 2" t5'.§ 13' 5 10':11 :- 18' 10' 16' 4" 13' 4' 84° 11' 5" 10' 4° 9' 0° 7' 4° 6' 8° 510"e 710 6' 10° 8' 10' 8' 1" 7' 0" 9 2°:.; : r '7'3°8 4":- 7'3°, < 9'11' 9' 0° T 11° 6 11 a 6' 11°e s ; 12' 9" 11'4" 9' 3" 13 2 1111 j 105' 9.11 9.,1 11' 1' 10' 1' 8' 10" 11i 134° 10'9° 9'5" =1410 12 11' . 119; 103: is 1510" 13'10° 14' 4' 12' 7" 12'7" 11'0" 1611 1315' 10' 9" 9' 11'e 8' 7'e 7' 0'e 13 1' 11 7' 95' 13' 6' 12 3' 10' 2° 140 128 1011 15'3" 13' 10' 12'1° 9' 11"e 8' 7'e 7'0"e 81 ` ,1 11' 10' 10' 9" 9' 4' 12.2'. 11 1' 13' 4' 12' 1" 10' 7' Sm/ excA18 T Lt-4).o,as „2 Xl pgq-c 5Qct4 1 WaVIPC elk clot 6i *WWI c(cjtotk4 st M IP' WAQ-941 (IA) Wazio,s (-) RaS cAla6M ckJel 1 )tc)r-i. 3+14404--Caii3o 5 aoQuio waro svuothopc (N e Be INVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Project Title: Engineer: Project ID: Project Descr: q3 Printed: 10 SEP 2018, 10:48AM Wood Beam Lica# : KW -06010541 "I Description : (N) Stair Stringers CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade Beam Bracing Hem Fir : No.2 File = X:1Jobs120181180851StructuralNotes and.CalosTraming Catos ec6 . Software oopydght ENERCALC,1NC.1983.2018, Build:10.18.8.25 Licensee : BC Investigative Engineers Fb + Fb - Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 850.0 psi E: Modulus of Elasticity 850.0 psi � Ebend-xx 1,300.0ksi 1,300.Opsi Eminbend-xx 470.0ksi 405.0 psi 150.0 psi 525.0 psi Density 26.830 pcf Repetitive Member Stress Increase 3 D(0.01)4L(0.16) 0 0 D(0.01)*L.(0. 16) 2-2x6 Span =7.0ft 2-2x6 Span =7.Oft Applied Loads Load for Span Number 1 Uniform Load : D = 0,010, L = 0.160 , Tributary Width = 1.0 ft, (Stairs) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.160 , Tributary Width = 1.0 ft, (Stairs) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 0.650 1 2-2x6 826.12 psi 1,270.75 psi +0+{. 7.000ft Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.067 in Ratio = 0.000 in Ratio = 0.071 in Ratio = 0.000 in Ratio = 1249 >=360 0 <360 1176 >=240 0 <240 Design OK 0.406 : 1 2-2x6 60.97 psi 150.00 psi +D+L 7.000ft Span # 1 Maximum Force & Stresses for Load:Combinations Load Combination. Segment Length D Only Length = 7.0 ft Length = 7.0 ft +D+L Length = 7.0 ft Length =7.0ft +D+0.750L Length =7.0ft Max Stress Ratios Moment Values Shear Values Span # M V Cd C FN CI Cr Cm C t C L M fb F'b V fv Fv 0.00 0.00 0.00 0.00 1 0.042 0.027 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.06 48.60 1143.68 0.04 3.59 135.00 2 0.042 0.027 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.06 48.60 1143.68 0.04 3.59 135.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 0.650 0.406 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.04 826.12 1270.75 0.67 60.97 150.00 2 0.650 0.406 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.04 826.12 1270.75 0.67 60.97 150.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 0.398 0.249 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.80 631.74 1588.44 0.51 46.62 187.50 J BCINVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Project Title: Engineer: Project ID: Project Descr: Wood Beam k9 Printed: 10 SEP 2018, 10:48AM File = X11obs120181180851Structural:Notes and CalcslFraming Calos:ec6 Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.8.25 Lic. # : KW -06010541 Licensee : BC Investigative Engineers Description : Load Combination Segment Length Span # M V Cd C FN C I C r C m C t C L M fb F'b V fv F'v Length = 7.0 ft 2 0.398 0.249 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.80 631.74 1588.44 0.51 46.62 187.50 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.014 0.009 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.04 29.16 2033.20 0.02 2.15 240.00 Length = 7.0 ft 2 0.014 0.009 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.04 29.16 203320 0.02 2.15 240.00 :Overall MaximumDeflections Load Combination Span Max. "-" Defl Location In Span Load Combination Max. "+ Den Location In Span +D+L 1 0.0714 2.972 0.0000 0.000 +D+1. 2 0.0707 4.067 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.446 1.487 0.446 Overall MINimum 0.420 1.400 0.420 D Only 0.026 0.087 0.026 +D+L 0.446 1.487 0.446 +040.750L 0.341 1.137 0.341 +0.60D 0.016 0.052 0.016 L Only 0.420 1.400 0.420 (N) Stair Stringers Max Stress Ratios Moment Values Shear Values FA, NO WW -C-'`-- 046 ' UIL BCINVESTIGATIVE ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (0) 253.833.7309 (F) 888.335.5557 (T) 3605 C STREET N.E. AUBURN, WA. 98002 Project No. Sheet Designer Date Checked By Date Revisions Date 6 -0 -11b -r -Ge +InP SMOOT 0044 It? 111 DFS (4 /7) /5)= coo c. C(?)3//l (5)714( A- 51)2► at) 7,11-e6e`mh2z *tit DI- Wit ticbi.'eiy a 1496, cRsz 7-4(zu ! Nifli0 WO ft Gt PN`' ke/PG& dA- ``/IffiS .rJ, r'! F4 Ftg-s A5(0 014 �N (&) ) P45 pi 6.1V,(L,a Vox 05- L (L- yioc 611--6.41÷ 1?1 cet_ CAUSE & ORIGIN • RESTORATION DESIGN • DUE DILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODE ANALYSIS FOR TITLE BCIEJOBNO. 3/5/2020 City of Tukwila Department of Community Development LES SEIFERT 14900 INTERURBAN AVE S #138 TUKWILA, WA 98168 RE: Permit No. D18-0307 HOLADAY PARKS LLC 4600 S 134 PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/21/2020. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/21/2020, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0307 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 C� Q City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 23, 2019 Connie Hardin 4600 S 134th PI Tukwila, WA 98168 RE: Request for Extension #2 Permit Number D18-0307 Dear Connie Hardin, This letter is in response to your written request for an extension to Permit D18-0307. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through April 21, 2020 If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Rachelle Ripley Permit Coordinator File: Permit No. D18-0307 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Rachelle Ripley From: Connie Hardin <connieh@holadayparks.com> Sent: Monday, September 30, 2019 2:50 PM To: Rachelle Ripley Cc: Mari Tran Subject: Building Permit Extension Hello Rachelle, I am covering for our regular permit coordinator and would like to request an extension of 180 days please. The information for this permit is: Permit #D18-0307 Address: 4600 S. 134th Place, Tukwila, WA 98168 Contact: Connie Hardin Please let me know if you need any additional information from me to get this processed. Thanks so much! Sincerely, Mari for Connie CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. Current Expiration Date: 1`0 Request for Extension # Extension 'Request: Approved for !� � days . _I Denied (provide explanation) Signature/ _nitials 1 9/3/2019 City of Tukwila Department of Community Development LES SEIFERT 14900 INTERURBAN AVE S #138 TUKWILA, WA 98168 RE: Permit No. D18-0307 HOLADAY PARKS LLC 4600 S 134 PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/21/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/21/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0307 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 c City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 11, 2019 Les Seifert 14900 Interurban Ave S #138 Tukwila, WA 98168 RE: Request for Extension #1 Permit Number 1)18-0307 Dear Mr. Seifert This letter is in response to your written request for an extension to Permit D18-0307. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through October 21, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Permit Technician File: Permit No. D18-0307 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rrmbo From: Sent: To: Cc: Subject: Attachments: Connie Hardin <connieh@holadayparks.com> Thursday, April 4, 2019 8:46 AM Bill Rambo Permitinfo@tukwilawa.gov; Bart Collins D18-0307 Extension SP -ADM 19040408390.pdf Good morning Bill. Can we please get permit D18-0307 extended? The work hasn't begun yet. Thank you. Connie Hardin Holaday Parks CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attad mnents or click links from an unknown or suspicious origin. 1 Request for Extensio., Current Expiration Date: Extension Request: IVApproved for / d days U Denied (provide explanation) /i ; Signature✓ -nitials 1 1I RECEIVED CITY OF TUKWILA APR 0 4 2019 PERMIT CENTER 3/1/2019 r� City of Tukwila Department of Community Development LES SEIFERT 14900 INTERURBAN AVE S #138 TUKWILA, WA 98168 RE: Permit No. D18-0307 HOLADAY PARKS LLC 4600 S 134 PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/21/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/21/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0307 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0307 DATE: 09/26/18 PROJECT NAME: HOLADAY-PARKS LLC SITE ADDRESS: 4600 S 134TH PL X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 1.1.$ AtA' 10-3-(0 Building Division vi a�.s. Public woe's— oeks` A -M 10—s—res tov„YB ►o--104 Fire Prevention pi Planning Division Structural Permit Coordinator el PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/02/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required n Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 10/30/18 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 HOLADAY PARKS INC Clik Washington State Department of ILabor & industries o 0 Home Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 3 A -Z Index Help My L&I Workplace Rights Trades & Licensing HOLADAY PARKS INC Owner or tradesperson Principals BECK, DAVID CARL, PRESIDENT CONNELL, DANIEL A, PRESIDENT GIRI, BIJIT, PRESIDENT PIZZEY, GRACE K, VICE PRESIDENT FREEL, JERRY LEE, VICE PRESIDENT PARKS, GERALD T JR, PRESIDENT (End: 08/12/2015) NAILON, JUNE ANNETTE, VICE PRESIDENT (End: 08/12/2015) O'CONNOR, BONNY K, SECRETARY (End: 08/12/2015) BECK, DAVID CLARENCE, TREASURER (End: 08/12/2015) VAN DER VEEN, ERIC M, VICE PRESIDENT (End: 08/14/2013) PIZZEY, GRACE KATHERINE, VICE PRESIDENT (End: 08/14/2013) VAN DER VEEN, JULIE ELIZABETH, MEMBER (End: 08/14/2013) CONNELL, DANIEL AARON, MEMBER (End: 08/14/2013) GIRI, BUIT, MEMBER (End: 08/14/2013) KIEL, RINALD HOWARD, MEMBER (End: 08/14/2013) WHITMYRE, CHRISTIAN, MEMBER (End: 08/14/2013) NELSON, MICHAEL, SECRETARY (End: 11/04/2010) PARKS, DAVID L, TREASURER (End: 11/04/2010) TALBOT, PAUL, TREASURER (End: 11/04/2010) Doing business as HOLADAY PARKS INC 4600 S 134TH PL SEATTLE, WA 98168 206-248-9700 KING County WA UBI No. Business type 578 004 089 Corporation Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=578004089&LIC=HOLADPI379N0&SAW= 10/23/2018 HOLADAY PARKS INC Governing persons DAVID BECK DAN CONNELL; JERRY FREEL, BIJIT GIRI; GRACE PIZZEY; c License Verify the contractors active registration / license / certification (depending on trade) and any past violations, Construction Contractor License specialties GENERAL License no. HOLADPI379NO Effective — expiration 01/21/1983— 09/03/2019 Bond LIBERTY MUTUAL INS CO Bond account no. 23000452 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 08/23/2002 09/01/2002 Expiration date Until Canceled Insurance ......... _..._............ Charter Oak Fire Ins Co Policy no. DTCO1 F465357COF17 $1,000,000.00 Received by L&I Effective date 10/31/2017 11/01/2017 Expiration date 11/01/2018 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. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, ut some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 177,231-00 .... ........................ Doing business as HOLADAY PARKS INC Estimated workers reported Quarter 2 of Year 2018 "Greater than 100 Workers" L&I account contact T4 / CASSANDRA SMITH (360)902-5632 - Email: SMCA235@lni.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ............... No strikes have been issued against this contractor. Page 2 of 3 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=578004089&LIC=HOLADPI379N0&SAW= 10/23/2018 HOLADAY PARKS, INC OFFICE MEZZANINE ADDITION AND ALTERATION AERIAL PLAN • JECT CATION i ISAA St 444440 no 4 VICINITY MAP $ zets 10, ' , gor'' gLyway HIRST 0241.• St am, SR AAR/ kety 0 GENERAL NOTES: I P1EA2 110Der JEIRCT r AM' LISCRI7A/CIE5 EMT MINN 14 GRAMM'S, 2 IIR Weft% FOR YRS PROLLT 46 C.4,61153035 TO EIE Tnetettaxie rrur 0108* INTRICEP TO DGGIE101 DE 6E1eRAL caerwcnoi SYSTEMS RICA FEET IRIAN RUA* COLE STANDARDS G8)4ISE5 It DE5E SFSTAS MAT WOLF 41CA4,I51G11011 um 44I4 101 .f.t1 morrw cax cr 0711.105 PUN onTER fla ,floTo,ATVra n•A• La•AT•OL, Tv, ArT•A•nrCO eft 0441 •••••c ITC RtsPLFROILiTT (04* LoonuAcIa? 4.16-COM047 CIO 0AITJ•45 DE ORME% 1 ALL 1451505‘ MATIDTITAL• 1 1•13/034•414P 5ITALL C.0410114 To nr (Airy euLonis GrX55 As /*cow Aro Amine, VT he LCI.A. arisovirri COMir KM ALL 444.LIC8*E COM 4 C01)101C.05, 4 545 C040148C1OR ASO sis-arntAcrc. s.Au. CARMEL T SI07T MV GORR! ll*80 MAIMS TIM !AGA 0•Ii• •T/T 14FEYOAA TVA 4*.F0•50/210 ITT RTTATIT AMY MACAO* AtatAl•TIOIGITTS CAT 0•290., pst.Oleveu Wu. tit ifsICRIED TO 5I ARAM: r PACO A Mt T #4411145 141GtAIR88.1011 *444•1 I ROI BE L443.4 FOR DE 84304 LtILE77 IR COIrnIALTTM CAM WORT= SLICA ERRCR, ETG, 140101 REPORT SECA ARM 0415P2OGELVED TE COTSIRC SON INSTALLATION GRAMM PRISCO Dr THE 1144881T TAse rAr.T.L•cruc VVCIR I MI= NC/0,MM 5 umnoorm 111540008(TCR 4 NAILIRAL Y.PRIERS TO RiTITT COVITIMS e4*1544 milit I PRIOR TO rACRYATION CR CORTIRCTICR • TAX GRAMM, PPOCILT DATA ND SAPTI4 N04.004. FREPOTODUry Of 141 CORRAL COORACTCR DO 147 MACE 441 ORAMISS. mins 01•012442 1101112 ALAX5 APT/ CIRTRACMO TO FACE CP VIM 5 ARM' ALL P1444-114 OTR44C415 MR ECURRITT PREMIXV INNS CORIUM CR ✓ r mitres • L048810.1 0. I 0.0,01 ALL 0.001•6 15.00•61 MOW. DAMS 0/05„ AW-AfRS l8*•1S, PARADE 111A.V5 ram isr-KS 1 0Am*, 500 It 4,-4-4•40.441t0 ITLFTA JOIST FOIC14115 MCI WEE VCRM, SHALL COMA' PIM tic 880804) 1550 TWO ACTIAL • REPETITTML FEATlheS Mt MIEN purr atr act You COrrliltlY P4*08( A5 IF DRA114 011 FILL NM MIMED TO AS SARLZ NAY OE AURAL, Warr La-Ancor Cr Au exenws vnunes POOR TCI CAPOTRIC,TICK 12 ALL DOWS447 LOCATED EN CA I4344CI15CRETANS, 'TWA ELEVATIONS OR DETA45 WEL OE 4' 44104 PAGE OF 511.0 TO EASE OF DOOR CREWS OR C9010E1? ECRU, Roc*. NAcons76 Aea 5A044 • PT/114I AlOCR Fa RR / INFTWA. TM op PLYITOell (A LT NFIrAIT (041. IIIIIMPLATMETIT col COICITUTF SIRE 14 TONGA, FRAME P10113101S, ME 54.7 SEEL SIVAS WAGED • WY 04. MLR, ICTE OTSEEMSE SEE WEL Safille S1RG1111AL ORAM5164 15 OMR TO SCAMTATK, CABINET URAMWS FON CA&SPET, avow LEARN4. RMINAGRI. caNIMITT7 AIIP CUM. K-T-LROCE GAINET CODEALTCR TO PRO WEPT 4.14, 044161016 PEAR ro Ga15114.41ipt • WAG COIDEAGTOR 10 MAME FeA4146 LOAD GALA/ADM TO DIE LOCAL .1172FIGF104 FOR APERCNAL 014555 TO CAR5TIIIKT40IL ABBREVIATIONS mem 10 Roc Car. cow (.414 74 10, 4400 TOM ASO AWL 44 411 411IL *AK PONALT Woo MUM TIM &AMIN (01TAIER COMOD coma RR Cume•C••• OR MAAR 4848 1.0.1,0001 MUM MI= OTT Mt 10094519•It ITUNATIOP AOC WOW, ITPITIONITA 171141417 oitil ROLM 0145.4cf04 mane 4.50. soMilar, 1005 insIN NALL COOP ITACIrAP 1441)064 .110..E1001 MPS! IITAITIC0•01A2101 MD Mil aliX50410 MILL FOAM= INT ROW 415 1,ANAT CON ▪ 443144 ▪ 1•INFUM 04 CIT COMP 000 MOW Maim CNNIR .51/41/11 OS& mow swum IOW .1.1MA nom., ITL, MAYOR WA06)401 TIANI048 10 WITT MAT RP, IlmeerFATCR 140 043474441 lit *CM .14t Wire 141 SPINITIOT ROM NWT 41 in lamee RET 07 104(114441 niF rms." ty, 44.1010* 804 MrSSNOTED OREPIIR EPS EMIL 44 4, MA. MAW. NAIIN gam mot picot K41 POT ACLI 848 A.21 MAI A52 043 44448 DFC. 1117%.042 COCE WADS PLAN unit] WON ALAI 5I4E TTIA14 itr FLOOR FLAK NV Know moon Pool rnmero RAPP tragriler OTAL.W/IT =MOTO MID PARTIN. DIM" ILLVATION STAR RC,1106 FUNLMATIV [MUM FILMS GCTALS : C::, 01 Turdia Ey, r":n VIVroCkl. .t,7iirmRAA 4)10 RAOUL STIRICIAAL POITTS SR ODOM STRUCTURAL PCITIS ME COPY Gym', S20 10N0ATs71 RAN Perna MN 1-) I WO FLOM FRAM* RAN 651 FRN,a," mud., nen MR5 SDY11 ir.444 lo c.70l 462 slAr moor R. AYrarwri cr 0ogrzlr.:3 C•2443 4. 44 0 43 jr16 MS STAR FRAMS 15!IRSICT14171 51 cro. ^ "-^t.:: r. 4*1544 ala•B‘ 1010 ORALS afisprtwat r cime...:ona .: Sil CeTAL5 34.2 DE1A4.3 ow 16- I. au SEPARATE SUBMITTALS 44580414. Mist sax! 41(4504 01119 0844414141.44 4444lO10$*049 UMN COVV,C•141 1777 "A" •••441, ITNI ROM' 01•41119 RIF- • I, rum, oht..t...ts. 4 FT iLJt c" t ENERGY CODE SUMMARY MS MIMI SRL will NIS TPE NOS NomrorCi STAIT TRW COX WWI ZER 46 Cal7ORSIT RiOCAMicE MITTomAl •TVIED MCP LI)15(101119• 4)155T4*C•••••• rrus PLARD UMW 1440 CONIMal) Pit MAGRI, 7.15 4S104.40 'AA°. 11014004*88*1) awe 11061145 0000t5. 1/.0 TIR •STTICAL 6LAI1116 THIECT METAL KOK% 1.030 INDIMTOXP, T DIOR 00 amp YUMA waits wawa writ MAYA ea•Ine <Am* WAT 611211K 99•01AITE PEW POD5074. 7fXRECI Wald! MrL444 DE UW1.1550011 CORY RR se 11011.001118 110 1001110144L EffICENCY PhAAIE 0,4101t• 1. RUUD LemPts 4)44 MCGOAACk NM WACO C.4043 00441.E1FD MEC FORM LT6.00-VOCE 5105.011 LW.% 1 'AWED LAMM COffiaLS AUCTIPMCE MVO CARA. ARCHITECTURAL SYMBOLS (t) SITET OfflatITOOTAK ma* END utEl ENOICRRIDIOR Irma 117057 dr= • 15044110111/* /WI1471508444 I 14 A 4144644 eCUIMICR 4440:0481 48(4444 TN LivAlial floal Lie warm 21177411043 ME OF ME% AIGC0 MIL 1294.1152121na 0015 104 A40444 • Mx LOT TORNME plsx TERN 131.1215.1M021L 0C4.10041 n1.5, COW, fl MDS IOW oILLOLTO• IX* ARA 04thaA WC? KARL 5.1IDR APRA 5017 FAQ 47 414.4.1) 8031132 0242101441 IONA CM OF MORA MOVICAL COOTALITIA CITCE NOPY4100.15 ALTERAnm irm SF NA MT FLOCS 77CE NRAI ACPIXAL 25.1S OVICIFFIRE pf72RTNEI C421442.W.A. LIMT ICUSTRAL ROM Y AC1711 RR caw Rollo, DZIV/IS PM OMR EAR% • PO CARR DBMS • N2 OMR IsNeum 1345 / 20207 sa•4)454A41) 04C05. CA= • VX071x3.143Tall5 TOTH, 10 514liS 414)194410 SINES • Capima STILLS 1E1 RAIL *HOE STALLS • woo.w., WY" I AP. ••••44151M2. cecnt OOPS. aro CAIDP 94 MAIO KAIRMINA ND CCOPANCRS RR EX 5053 • RINI*15.5 ENSIMS 52 DARE reatifti2 eB-ct 4-4 rrrov 2 SUR SACO, IP IIIME0 Oa 044, MI. STORY, se ow) ROCX 14009 It 41.4W1461 If2 Malt N.277 &maw T784MC* 7 an' +MN MGM! MEWS& 220•17 If 4#42TES. I PUPAE ORA WES POI WEI T SEA MUT= RV. PL 50S.21 2 ?EWAN ORRIPIS PS ica macro *se IWO 011 reo< too04,40841.4*1*0*41.418444 el MAGI, 205 ritiTtOMA, 22 work . 221 DIT FORM 2 ENTS RIR RR 15T4474 MIL TOM PrChne? PIT coca WAR orl• FEAR/A MR LIC refF3.2 • 02 RR (WPM 8*14432 • 007,02 • 454' 41P1 44000510 • 4 W COM • Mg NM %Watts' 1A 4 864I4 TOL III. TEOLINO • 05 MR IT00010 PM fr. 100551 IMMO 21 03 • 8 7 141• PROADIEF 2 SIFFIRAFS • 41 Ex Suomi TOM Fit RR Rearm • 05 PEN OTOPFIR RR ITC. 4402.11 Rome> oe .03 • Mff PM 14,01,0112, 2 WOW, • 17 dart3MIS Gar% 56 Cc, AC,t31, RE, XT5 AA10160:. STAIR MISR cat 2C04 N11,2001 twu Awnew or cm. Aro nip .•ng (Vara WI CEWED TUKWILA SEP 26 Xi PERMIT CURIA TLEY, RU nicAtA Wm RAT 601 5-7MS IELCRA15 LOKI, 04 100 SIX I SADviem 7 L011 444 47 MO TM POR e FOY OW 4.444:254 9.Y OF LT MIT CF AIN r2404 'LT 4 35 F ELY AURAS A' WA NOM TO TAIA4/4tT ST *Tr 101 Twos., isITINNARE To SION 57 • MAN cmoSTE 41V44)IFT5 VATIC/4 PT • 10140 I AT NOVA RAWLY Pi TO PG IA 2.1. 154344040104.4.741 STAMM AC MO • Wel 11 s 24-mcv 392 M Kt I IIIIIREECItti 1514 ACY1 mmta 5 7 urr OF LOX,. 5tRi RAI .0 01013m 60112. M.. A POO al• ton • unlcr t 6 • *I04)6343, EAT 5311A M 101' 4 (JTT MAMMA 9TOIT RAT ITO PARA 4440481049 MIA WOW MK PO 2049 SS ATA Wail Lae oolvteir e4-35 BEA REWONS MO MG0476/1 T H E RONHOVDE ARCHITECTS L L C 14900 INTERURBAN AVE •30014 SUITE 136 111K1041LA, Jr4A5Fil145TON 96166 (206) elegi-5500 FAx (2061 654-5301 z z 0 co L1.1 -zw cc < N N < LU 2 z w < tit 0 < 0 -.J 0 1 0 1- co 44. 042b•te 444r /Titian" SMITTTAL DATE DESCRIPTICSI m•VM40110 SieeT CORT1501. COVER SHEET PROJECT NOTES Joe 1102 WOO DRAM Dr, U GO CRUXES, RR. ER PAM 1344710. S (EJ • Ra LSE 134-0' EX 33•-6' EX 33-6' Ex 33'6• N qi P iz N �.1 0 STAIRS N Ni °LO PAIICY = 1371.1LLY cannot I / cGc. LOAD = 142 OYC FX OFFICE1 / 14j535F ER055 SPACE / EXISTING TO REMAIN NOT A PART OF THIS PERMIT / / / / N N N N 1• i EX 33'-6 f N 2ND FLOOR PLAN (EXISTING) vMF: I/6' NO' / / / COfMN PAIN OF 1RAVEL = 93'a 10a MAX PEOD FE IBL 100621 EAT ACCESS TRAVEL OST. = IOaa 300• MAX REOD PER EC 10E12 1-' E 2E45 5F 643055 INTERIOR SPACE OCOIPNCY = B' GUJX GovITI01®) OCC. LOAD = 21 OGG M EX 33'L' EX. SOFFIT I♦ _ EX KARR3UFSE SON D18-0307 ii `EX SOFFIT EXIT SEPARATION = 02-r 30-2' MN MOD PER BC 1001JJ W MEZZANINE (ADDITION) MAX IXA6ONAL =90-0• SCALE: MU=I'a EX FIE SFRIMILER R1SER/CORFLTION :Q 6 (9- EX B4'a 3,519IE 6R065 gil OLQPAJVY - B' (RILY COCITIOIFD) Oa. LOAD= 340CC 2 EX 33'fi• •1 EX3361 MAX. DIAGONAL - 62 0' /�,/ EXIT S31PRATIO I - IM-10" 54' MN REOD 11)240 SF 6R055 INTH210R SPACE OCCUPANCY - 5' (SB14EA1ED) OGG LOAD - 22 OGG 1ST FLOOR PLAN (ALTERATION) NU F. 1461 = 1'a MIN. NUMBER OF REQUIRED PLUMBING FIXTURES SPACE YNIER LAVATORIES CLOSETS 15E LOAD RATIO I MALE RATIO FEMALE RATI0 I MUTE FEMALE Elate(13) 2C5 I PER 25 KR FIRST 50 ' 50/25 = 2 MD I PER 50 FOR TIE 52560 = Ig ITEMIZER EXCEEDING 50 ! I PER 25 FOR FRET 50 NV I PER 50 FOR TIE REMAINDER EXC®XNG 50 50/25 = 2 I PER 40 FOR FIRST CO 60/40 = 2 52550 = IL5 NV I AM BO FOR TIE 225/60 = 020 RBINNOER EXUMA* GO 80/40 = 2 225/60 = 023 STORAGE (5) 22 1 PER 100 111100 = 0.11 I I RE R 100 11A00 = 01l 1 PER 100 II/100 = Oil 16100 = OJI 9B1OTA.5 221 3.16 316 239 231 RELINED TOTALS EVE? USE, ' E TB4M) 4 4 3 3 FRENZIED TOTALS 6 6 5 5 GENERAL NOTES: t REVIENEED FOR CODE COMPLIANCE APPROVED OCT 1.!2018 • City of Tukwila BUILDING DIVISION I. ML EXITS 91ML 8E ILJLMWITED AT ANY TIDE THE BALDING 15 OCCUPIED MTH LI6NT HAVING INTBLlTY OF NOT LES THAN I FOOTCNW Ar PALM* SMRFACE FER IBC 100611. 2. EXIT tlLA1NATI0N FXT-fRE5 SHALL BE REPLIED NTH EER6ECY BATTERY BACK-UP PEME R FOR A RRAIION ICT LESS THAN 90 MNNFS PER IBC 10063.4 3. IW.MNATION LEVEL LIVER EMERL$CY iEHR FIXTURES SHALL BE ARRANSED TO FRONIDE INRVL ILLJ.MINITION THAT 15 NOT LC-55 TIM AN AVERAGE OF 1 FOOTGNDLE AND A MNMA/ AT ANY POINT OF 0.1 FOOTCA'W PEA911ED AJDN6 NE PATH OF E91155 AT TIE FLOOR LEVEL PER BC 100035 4. M DE EVE4T OF POSER SIERT FAURE. AN BERSBCT ELECTRICAL SYSTEM SHALL AUTOMATICALLY ILLLMRUTE DE ELECTRICAL REM AID FIRE RAP RCOM 5. EXIT 5l11,46E REiO PER 1013.1 NO COMPLYING MTH IOC 'ILT. 103 b. LAWNS AT ESRM5 DOORS SHALL HAVE A LENSTI MEA&R® IN 11E DIRECTION OF EGRESS TRAVEL CF NOT LEE THAN 4411CAES PER IBC IO01b. 1. NO GMAISE FROPOJ TO HOSTING EMENOR MIDI* LIGHT FIXTURES SYMBOL LEGEND o®a E EXIT FITE EMIIYM9ER TYPE 2A- IOBG. -6 MAX TRAVEL OSTNCE 1432IFY LOCATION MTh FRE M EMAL COMBO L16HTE EXIT 991 NO EXIT PAPYNY (2) LAM' LID LIGHTING FIXTURE Hill 90 MNIEE BATTERY BACKUP. MOMT Ar 9-6' AFF. SEE SEPARATE ELECTRICAL FEMT.. EXIT PAM'NY (2) LAP LIS111N6 MERE MTH 90 MINUTE BATTERY B4CIOF. 113CN4T MOLNr. VERIFY IEI6M MTH TENANT - SE SEPARATE ELECTRICAL PERMIT ILLUMINATED DIRECTIONAL EXIT 516N MIIH 90 MINUTE EIERSECY ROVER BATTERY BALMF PER IBC 1013. WPM MOMT. VERIFY IE16411HIIH TENANT - SEE SEPARATE ELECTRICAL FEUIIT RECEIVED CITY OF TUKWILA » I'2fi2018 PERMIT CENTER T H E RONHOVDE ARCHITECTS L L C 14900 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 98168 (206) 659-5500 I FAX (206) 859-5501 ronhovdearchltects.co 0 Z CC 0 0 0 2 Z 0 TION AND ALTERAT 0 0 Q 10 1 6 1 b 5 4 3 2 01-26-18 PERMIT APPLICATION BIBMITTAL DATE DESCRIPTION REVISIONS SHEET CONTENTS: CODE REVIEW PLANS JOB NO.: DRAM BY, CHECKED BY DATE: 20014 LYK, DO TR 9-26-3 SHEET NO AC1.1 5) 00 00 BLDG. SECTION - DEMOLITION SCALE 1/4' T. P-0' a ,v. r BLDG. SECTION - DEMOLITION SCALE : V4'=I'0' —EL REAL TOR MAIN D18-0307 c 8 0. v 9 0 0 5 J'✓ 0 0 p i 0 TAP 0 0000 0 0 6' G L 00000 0 0 0 0 t • 0 0 00 rr \ I I I TYP 1 0 0 0 0 0 0 0 0 0 -u 71 0 a r 0 m 0 l�> I r\ i rr� 0 0 0 0 -41 0 0 0 0000 0 0 ,l 0 00000 00000 00000 00000 0 0 1ST FLOOR PLAN - DEMOLITION SCALE IR'=P-0' 0 GENERAL DEMOLITION NOTES TIE COTRATOR SHALL COORDINATE ALL TRAMS RY ARED TO PER=OR4 1:13401.ITILN MONK AS DESCRIED IN TIE GONIRFGT DOCUMENTS 2. 14E9E PARTITIONS ME TO BE REMOVE) ALL ELECTRCAL OUTLETS NO BITCHES SHALL BE DISCONEGTED AT 3./FITLY MOTOR BOX 3. MBE CARPETING 15 BEAM R1340VED, THE MECHANICAL ATTAOIMER TO TIE COICiETE HUOR SHALL ALSO BE REMOVE). MBE &UE-V NN CARPET, RSILIBNT FLOORING, OR O1I15261LED FLOORING IS BEING REMOVE), REMOVE ALL ADHESIVE TO LEAVE FLOOR NTH SMOOTH. LEVEL BRACE. 4. 5. TIE CONTRACTOR SHALL FRONDS ALL TELE :WY SAFEGUARDS, BARRIERS, T TPORARY POSER LINDITK, FIRE FROIEGTION ETC., AS REOIIRED MR % DB40LITICM TE CONTRACTOR SHALL FROTEGT NBA MO EXIST% MATERIALS AND FINISHES FROM DMA6E MACH MAY OCCUR URNS CGNSMOUGTION DAMAGE TO EXCITE: MATERIAL, FINISHES, 51R411A43, AND EAR IERI SHALL FE REPAIRED OR R TLACHI TO DE SATISFACTION OF TIE TENANT AND OVER AT 1TE EXO OF TIE CONTRACTOR 6. TIE CONTRACTOR SHALL REMOVE ALL R 3BISN AR2 POSTE MAIBTMS OF ALL 9A3CONRACTOS NO TRADES ON A DAILY BASK. NO SHALL EBRCA'..E STRICT CONTROL OVER .IOBSITE CLEANUP: TO E EVAN' ,ANY DIRT, DEERS, OR DUST FROM AFFECTING ANY FLASH AREA ITN OR OUTSIDE CF JGBTTE. TIE BALDING REV FPCLLITES BULL NOT BE 11932 FOR THIS RARPO5E. 1. TIE CONTRACTOR BAN_ CAREFULLY STOCKPILE ANY DOORS ERNES, MORES, ETC, THAT 11E ate MY DEEM HT FOR MITRE LTA. 6. OTeR BALL (RESERVE TIE RIGHT TO KEEP ALL SN.VHPAPA F MAIFYILI5 SIIDH AS GAEOETRY, DOORS 4 HARDNARE, RIMERS HXflR3,, LIGHT RXNRES, ETC. FLAG NOTES O EXISTING CONG. TILT -UP MOLL • EX5TN6 STEEL FRMEO YW.L 0 EXWTN6 S1131 WIN ® Ews11T6 roc. COLU*4 O EXISTING cat. S!B ON GRADE © MINE. WC. MALL ABOVE O DlSTN6 cac.5HEAR YALL O EUSTR coot. AND STEEL ROOK A55EQY Oq DISTINs RLDF ASBELY ® EXISTING STEEL STAR ASEEBLY N EWING AIM. STOREFRONT. MIDONDOJR A55EE.Y. O EOSINS EXIBRIOR SORT ® EAST% PUMAS FIXTURE AND AGGF55S0RES 14 BST* KITOBN AYRIAICE O Emile CA:6DRK ® EUSil* FIRE SERII4:LER RJB2 • EQSTINGGARET FLOORING IB EXISTING TILE FLOORING ® EASING 9EPBDEO AcO5TICAL caw SY5T34 DEMOLITION NOTES ® REMOVE INTRIOR MALL PARTITION ASSEFB_Y. • REMOVE TOP PORTION Of INTERIOR WALL TO PROVIDE SPACE FOR 1EH FLOOR ASSEMBLY. ® REMOVE DOOR NO FRAME SAVAGE NV RETURN TO OVER ® REMOVE CNBET ® REMOVE PORTON OF CONG. TILT -UP TONL FOR lei twat CREWS ® REMOVE SWERVED ACOUSTICAL CEILMS A55EPE.Y, LIGHT FIORE MW BATT IN'JILATON ® REMOVE GF6 CEILING ASEETELY, LIGHT FIX11 5, AND BATT INSULATOR ® REMOVE MD ROCATE HVAG SYSTEM ABOVE GELIN6 • R340.'E MD RELOCATE FIRE FURLESS 5Y51B4 ABOVE [BOWS. ® RELOCATE STORNEE RACICN6 TO PROVIDE SPACE FOR TEA PNORX d1 REMOVE PORTION OF STEEL STAIR FOR T6I STAIR @ REMOVE NO RELOCATE PATER HEATER ABOVE @ REMOVE BATT INSLATON • REMOVE PORTION OF STEEL PRATED MALL FIR NSA STAR CPBUN6 • R ROVE PORTION SOFFIT ABOVE FOR 161STAIR OPENING REVILV'vED FOR CODE COMPLIANCE APPROVED OCT 172018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 26 2018 PERMIT CENTER T H E RONHOVDE ARCHITECTS L L C 14900 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 9816E (206) 659-5500 1 FAX (206) 859-5501 ronhovdearchltects.c REDSTE ARCH A RONH..E STATE OF WAS GTON 0 z z 0 W co al Z I. -1 a3 aMm W QNQ Ma IMM_ al CIr I 2 z 2Q mow¢ '03 < o z 40Y 0 Et 0 H Q °— m —1� is 0 a 1 1 9 6 1 6 5 4 3 2 09-2690 PERMIT APPLICATION SUBMITTAL NO. DATE DESCRIPTION REVISIONS SHEET CONTENTS, DEMO PLANS JOB NO.: 2016.14 DROWN BY: LNS PCF GHEGKED BY: TJR DATE: 9-26-I8 SHEET NO. AD1.1 REFLECTED ENAMEL ON POLYPLATE-T FIBERGLASS REINFORCED COMPOSITE FORNICATED SPECIFICALLY FOR TRAFFIC 516N5. ATTACH V1/ (2) 3/8" BOLTS. BOLTS 4 NUTS TO BE PEENED TO DETER REMOVAL. INTERNATIONAL SYMBOL OF ACCESS WHERE INDICATED ON PLANS TOP OF ASPHALT PARKING SURFACE, SIDEWALK OR GROUND NOTE SIGN COLORS TO BE WHITE FIGURE 4 Ltl Itle ON BLUE BACKGROUND, A5 MAN/FACTUTED BY TRAFFIC CONTROL 516N5 GO. , TACOMA, WA. (OR APPROVED) 12' DIA x 24"D. CONCRETE FOOTING SIMILAR EXCEPT SIGN MOUNTED ON WALL F CO)H/C5. CURB RAMP -/ N.7 SEE DETAIL FOR SIGNAGE REGULATIONS 8'-0" MIN. 8'-0' MIN. 8'-0' MIN. MAX SLOPE AT PC STALLS NOT TO EXCEED 1:48 IN ANY DIRECTION PER ANSI 5025 TYPICAL ACCESSIBLE PARKING NOT TO SCALE 9HIG-4 EX. BLDG IRON WORKERS UNION 4550 5. 134711 PI. PARCEL 112b1320-0005 PRDPERIY LSE y r— EX HC EX DR vSYY 9 181 P WI8 STALL S1RRN6 T Thy ram_ , PRDPBt1Y LINE a FENCE •p•�1— r O 24'-0 EX ASHIALT PAVBENT (13) EX TRICK STALLS 1 EX. GATE COMPACT � � I LE 4. ?'I COVACT Y FI IT{P CGWPCT EX. OR8i84AT X 3C4'vl- .k COMPACT SITE PLAN EX FIRE LAZE EX RRE LAZE RBHOvE PORTION Of CO. N LK FOR NB1 ADA PARKS NC EX FLAME. ORB RAW EX AERNLT DRIVE AISLE PROFIEW IE S. 134TH PL T I / /I / / EX NC a SCALE: I' = 20'O EX RATE EX FIRE LAW EX. FIRE LANE 0 y EX IC EX. MENAI' 30'4 v/- EX. sum HOLADAY-PARKS 4650 5 I34TH PL. PARCEL 0261860-0030 CODE CC: t LIANCE APPROVED OCT 17 22111 City of Tukwila BUILDING DIVISION EX PLANNING RECEIVED CITY OF TUKWILA NW262018 PERMIT CENTER T H E RONHOVDE ARCHITECTS L L C 14900 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 98168 (206) 859-5500 I FAX (206) b59-5501 ronhovdearchltects.co REGI ED ARCHI •e RONH: IE STATE OF w`. GTON U Z z CO z C Q `o- w / W Q� 0 E.- J 0 2 Ma H Z O_ 1_ 0 0 I0 9 6 T 6 5 4 3 2 09-26-I0 F5d PT AF IJCATCN SUBMITTAL NO. DATE DESCRIPTION REVISIONS CONTENTS SITE PLAN JOB NO.: 2018.14 DRAWN BY: LVb, DGF CHECKED BY: T.R DATE: 40648 SHEET NO AO.1 Prot* A`L- MEZZANINE FLOOR PLAN (ADDITION) SCALE: 1/8' 5 4 EX 33'-6' EX 33.6' ■II. Liar 1ST FLOOR PLAN (ALTERATION) SCALE: tlb' = ra SYMBOL LEGEND OINDICATES HEWN SEE'tWa!F O IR)ICA1r5 DooR RIMER SEE SOEDILE FLAG NOTES B EX COMM TO REMAIN EX CONE SMEAR WALL TO REMAIN EX RLI.Re* FIXTURES, C A&IETS, RXIURES MC AFPLICAtaS TO RE AN EX EIRE EXTIN6US ER To REMAIN EX VENVIN5 MACHINES TO REMAIN EX FIRE 5FRINiB2 Rl%R ACCESS DOOR EX HENION GOVERN% TO REMAIN QI COLUMN. SEE STRCT. STEEL BRACE ERNE FOR N3N TILT HALL OF94N6. SEE STRICT 03 1•I1200/ICCVRIN5 0 FIRE EX11) 1 132 TYPE 2A- I. 15' MAX TRAVEL DISTANCE . VERIFY LCOA116N MTN FIRE MARSHAL WALL TYPE LEGEND DIETING WALL EXISTING STEEL ERA` ED PARTITION REMOvE MIROX 6 of HALL FRAM% FROM TOP OF NALL TO PATCHSPACE FOR N3N PPSOANIM RMIY ROOK FRA. PATCH AND REPAIR EX. SPE BOTH SDES. ENSTIN6 EXTERIOR 4 STEEL FRAMED WALL: ADD R-0 GONE. INS. ADD R-3 CAVITY Ea. ADD Sib' TYPE X 6413 OE SIDE OILY ENSDN6 EX1EGR Colt TILT HALL: ADD 3-I/2' 0505162-43) STEEL STUDS AT lb' OL. (SEE S1RXT) ADD R-0 GOT. HEAL ADD R-13 CAVITY REL. ADD 5/6' IrFE X 64.E OE 50E OLY EXISTING EXTERIOR CONG. TILT HALL: AW 3-1/2' 3505125-30) STEEL STUDS AT 16' OL. ADD R-0 CONT. IN5L AW R-3 CAVITY RPAIL. AW 5/8' TYFE X St OE 510E Ott ENSTIN6 cat,. %EAR HAT: AW 5/13' FINE EA SIDE. 3-V2' (3505162-43) STEEL 51 WS AT 16' 0L. (SEE STRLCT) R-10 CONT. INSL R-13 CAVITY INS.. 5/6' TYFE X EYE EA. SIDE NOTE: LOCATE NEN WALL IN SINE LOGATCN AS EX (DEMO) HALL EXCEPT AT 5M. 3-V2' (350925-30) STEEL STUDS AT W' OL. R40 GOT. REM R-13 CAVITY NSW. 5/8' TYPE X 6YE EA. SIM 3V2' STEEL STLOS (3505162-43) AT W' 0C. (SEE STRICT) YMTH 5/8' TYPE X St DOIH 9DES. NOTE: LOCATE NEN HALL IN 54E LOCATION AS EX (DEMO) HALL 3-V2' STEEL STUDS (350 162-43) AT W' OC. (SEE SRICT) 3-V2' ALCUSIICAL CAHtt I/ELL NTH 5/8' TYPE X 6YE BOTH SIDES. NOTE: LOCATE M31 MALL IN SATE LOCATION AS EX (DB40) I ALL 312' STEEL STUDS 05051E-30) AT I6' 0G. NTH 5/8' TIT 'X' 64413 801E ace, AT 51M: 5/13' TYPE X 6113 OPE SIDE ONLY 3 V2' S11$ 511O5 (35051530) AT I6' OG. 3V2' ALQ611GAL CAVITY IP6U- WITH 5/8' TYPE 'X' 6113 BOTH 51DES. ENERGY CODE NOTES: 4:L71CN CA04 SEINICE HAM IEATEi REGIARBENT: C904.2 - SERVICE HATER -EARNS ELUIRBNE FT3S-CRM ICE EFFIUBGY YWER-IEATIN6 EOLNEMENT AND NOT MIW 5TORA6E TN1(5 SHALL MEET Il* MINIM/1 PERFORMANCE EFFICIENCY REUREf-EM5 OF TABLE C404.2 C404.3 - EFFICIENT IEA1ED HATER 51PF Y PRN6 11E ROM RATE THROWN 1/4' PRN6 SHALL BE NOT GREATER THAN 05 6R1. TIE FLOA4 RATE THROWN 546' RPINS SHALL EE NOT 6FEATR MAN 1.0 GPM. TIE FLON RATE TROUGH 3/b' RPIN6 SHALL BE NOT GRATER THAN 1564'M. G4043.1 - MAXIMAL ALLaaAaLE PRE L&KM TIE MAXALM ALLaW$E PIFE LENSM FROM NEAREST 52RCE OF NEATER WATER r0 RE IEAINARON OF TEE FIXTURE SPRY PIPE SHALL EE IN ACCORDANCE PITH TABLE CA043.1 C404.4 - PEAT TRAPS. INTER-1EATN6 ERAPMENr NOT 51PFLIED NM MDATPAI TEAT TRAP- NO SERVING NMNGROLATION SYSTEMS SHALL EE PR/NEED NTH PEAT TRAMS ON BE SPFLY ND DISCHARGE PRNG AYIOAIED WTH THE E UPF84r. 64045 - WATER MEANER INSTALLATION ELECTRIC MAIER HEATERS IN IMCONXT101ED SPACES OR ON CONCRETE FLOORS SHALL EE PLACED ON AN INCOMPRESSIBLE, INSULATED SURFACE ?UN A MINIM.M DERMAL RESISTANCE OF R-l0 0404b - INSULATION OF RRN6 HI SPINS ROM A INIR EATER TO TIE TEMPTATION OF PE IEA1ED MATR FIXTURE SPRY PIPE SHALL BE INSULATED M ALGLWNGE HRH TABLE C403.2.1 CO, J • IJ-PRA:VE City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP262018 PERMIT CENTER T H E RONHOVDE ARCHITECTS L L C 14900 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 58168 (206) 859-5500 1 FAX (206) 854-5501 ronhovdearchltects.co U Z _ I ec a_ 0 J 0 2 10 9 8 7 6 5 4 3 2 1 04-26-Ib PRINT APPLICATION S,BMITAL DATE DESCRIPTION REVISIONS SHEET CONTENTS: 1ST FLR PLN MEZZANINE FLR PLN -NOB NO.: 2010.14 DRAM BY: LPG, OE CHECKED BY: TR DATE: R-26-16 SHEET NO. A1.1 ROOM FINISH ABBREVIATIONS ACT cONc CPT EPDXY Ex E#P 6H3 RN P1 Fa 5V VGT TILE SYPEIIDED ACOISRCAL GEIER& FILE SYSTEM GONG CARPET EPDXY FLOOR COAVNN6 EJISNN6 TO REMAIN EXPOSED STRUCTURE 6143 HIGH Frd551RE RISING LAMINATE MaNSCOT PAINT RUBBER BASE SHEET VINYL COW05111a4 RE TILE MATCH Ex5EN&) ROOM FINISH SCHEDULE ROOM ROOM FLOOR wee MI5 GEM REMARKS NORM K SOUK PEST 1 7 F 5 F Id EX LOBBY EX 102 EX FLUE EX 103 EX CLOSET EX 104 EX HALL EX CON& CARPET RB 6PB PT 618 PT a PT a PT 6113 PT 105 EX HALL EX CONC EX TILE EX TILE EX 6113 PT EX 6113 PT EX MB FT EX NB P1 6/6 P1 IC6 EX EENTR0A7N1 EX CONC CARPET RB 6PB PT EX 6113 PT EX 6113 P1 EX 618 PI C16 FT 101 EX LUCH EX WIC CARPET RB 6V8 PT EX 618 PT EX 616 PT EX 6113 P1 6413 P1 108 EX WEN OFFICE EX CPC CARPET RB 6113 PT EX 6P0 PT EX 6PI3 PT EX 6113 PT 6013 PT 109 EX H35 EX COW EX TILE EX TIE EX 618 PT TIE/6113 -P1 EX TILE/6113 -PF EX 6113 -P1 6113 FT EX 48' TEE VAt&COT AT TOILET VET HALLS tR3SLA'CE EAST AWL) 110 EX /E6 SNAER EX COM EX TILE EX TILE EX FIB PT EX 6113 FT EX 6113 P1 EX 6113 FT 6V8 PT EX TILE SAAOLAD AT 90/E R (REPLACE EAST YALU III EX 11286 EX Ca EX RE EX TEE EX 11LEi»I43 -PT T11E/6113 -AN EX 61113 PT EX 6VB PT 6113 FT EX 46' RE MA115COT AT TOILET VET MIS (REPLACE EAST MALL) 112 EX 1171EN5 DER EX COW EX TEE EX RE EX 6113 FT EX 6113 PT EX 618 P1 EX 6116 P1 6113 PT EX TIE WNUID AT 9I91E211EifCt EAST VNIJ) 113 EX 5E0/132 EX CONC EXVCT EX RB 613 PT EX 6113 PT 6113 P1 EX 6143 P1 61/3 P1 114 EX UNSEX EX CON& EX TIE EX RE 6413 P1 EX 616 PT EX 6113 P1 EX FIB P1 64•0 PT 15 STORAGE EX COIIC - - 613 P1 - - 646 P1 616 P1 EJP - IG EX VVRP91'tVF EX COW - - - - - - 616 P1 EX - - - 2d OPEN OFFICE YIOOD 18 6113 P1 6113 PT 603 P1 648 P1 E)P P1 GAR ET 202 Ca EFOICE CARPET RB 6PI3 P1 613 PT 618 P1 6113 P1 E)P P1 MOOD 203 CLOSET MOOD GREET R6 613 PT 6113 PT 6I13 P1 6113 PT E)P PT 204 UYEX SY RB R.NU6I6 -P1 PLN4A6113 -P1 PLN4YI13 -P1 RAM/6113 -P1 6PB PT MOD 2C6 Y4ITOR YIOOD 5V RB RN4/6/13 -PT RJM * -PT RNW413 -PT RAM/6113 -AN 6V3 PT LATCH SIDE OF DOOR NOTE INSTALL ACCESSIBLE RESTROOM SIGNS ON LATCH SIDE OF DOOR AND 60' ABOVE FIN. FLOOR 3' 11) 0 LATCH SIDE OF DOOR • BRAILLE SHALL BE GRADE 2 ACCESSIBLE REBTROOMB FAMILY ASSISTED RESTROOMS SIGN BACKGROUND : BLUE PROVIDE 'FAMILY ASSISTED' TEXT SIGN LEGEND : WHITE DELETE MENMOMEN SYMBOL (NON -GLARE FINISH) TYPICAL ACC. SIGNAGE J SCALE: NOT TO SCALE 9HG-5A CUANS 602, 306, 1 3012) Nd1 6LG,/ 306) ESIBRI SEISPALIBE (IGWNIBItl .B6R � 605 / 3091 OGGIA604.1) OCC/NY16033) N51 TABLE 6 e ) TOILET ROOM FIXTURE MOUNTING HEIGHTS SCALE 1/4' = I'-0" PER ANSI ICC/Nn: 2W9 D18-0307 GENERAL NOTES > DOOR AND FRAME SCHEDULE (1 DOCIIS ERNE CLOSER U-VALUE NOTES MARK' ROOM TYPE MAIL FINISH NOM &517E MAIL. FINISH (EIGHT DEPTH MOM EX - - - - - - - - - 104A ' EX HILL A HOOD STAN 3-0' 6'-0' 13/4' MCA STAIN YES - 104B EX HALL A WOOD STAR 3'4 6'-0' 1-3/4' Mt PF YES 0.46 105 EX HA11 A STAN 3'.O' b'-0' 13/4' HOOD STAIN YE/ - W90D 10M EX BREAKROCM A MOOD STAR 3-0' 6'3' 1-3/4' MOOD SINN - - 1068 1 EX BREAKROCM A WOO STAN Y-0' 6'-0' 1 1-3/4' HOOD STAIN - - MIA EX LUCH A MOOD STAN 3-0' I 6'3' 1-914' MOOD STAIN - - 1 106 EX URCH A STAN 3'-0' b'3' 13/4' MOOD STAN - NOW POCKET DOOR NCB EX all OFFICE A HOOD I STAN 3'-0' b'-8' 1-3/4' PDX • STAIN -= 109 EX 1436 A HOOD STAN Y-0' 1 6'-0' 1-3/4' WOOD . STAIN TES - 111 EX HO1E6 A W)OD • STAN 347 6'-8' 1-3/4' i STAIN YB - 112 ' EX 1•4286 SIOVBt A MOOD 1 STAN Y-0' b'-0' 1-3/4' HOOP STAIN YES - IB EX MRVER A STAN 3'-0' 6'-6' 1-3/4' STAN - - HOOD MOOD 114 EX LNIMX A P1 3.-0' 6'-0' -3/4' IM P1 YES 031 STD 201A A MOOD STAN 3'-0' 6'-8' I-3/4' WOOD STAIN YES j - WEN CFFICE 2018 CPR OFFICE A MOD SRAM 3'-0' 6'-0' 1-3/4' MOOD STAIN YES - 202 COHERENCE B HOOD STAN 3'-0' 6'-8' 13/4' 11000 STAIN - - 23 (LCET A MOOD STAN 3'-0' 6'-8' I I-3/4' MCA 1 STAIN - - 204 WEE% A MOOD STAN 31-0' 6'-8' 1-3/4' • WOOD I STAIN YES - 25 .UWTOR A MOOD STAN 31-0' 6'-0' 1-3/4' 1 MOODSTAIN - - I GENERAL DOOR NOTES I. AL NUEt10R NO COMM DOORS WINED SHALL HAVE RYAS PROVIDED W HARDWARE THAT 5 READILY OPETWIE FROM TIE E9RE555BE MOH TIE USE OF A KEY OR SPECAL KJ OEBJSE FER IBC 10101.9 2. ALL HARAWE FILLS, MOLES, LOCKS, LATCHES OR 01182 OPERATING DEVICES SWL NOT RTYURE 116HT 6RASFIN6. PW116 CR 111511116 W 11E WRIST TO OPERATE FER IBC I010.141.1 3. ALL EXTERIOR DOOK TO BE MAPPED MTH TIREICISS MR A MAX RISE OF 1/2 PER ANSI 4042.4. 4. ALL DOORS IF NOT SPECIFICALLY N01® OTHERYYE SHALL BE PROVIDED HAIR ADA LEVER HMAE HAROWJE COHRYNS MM N6140426. 5. ALL I WmIWE TO BE MgMT® PITH 0184AaE PARTS LOCATED EMMEN 34' AIV 48' ABOVE TIE RAOR PER AWL 40426. 6. PROVIDE ENT SO4A6E NV ENT WI1PIATION AT EWER DOORS. 1. DOOR CLOMPS SHALL BE ADJhItD 50 THAT FROM TIE OPEN POSITION OF 90 DEGREES, TIE IRE PECUtD TO MOVE TIE DOOR TO AN OREN P sllal Of 12 DEMEE5 9W1 BE 55ECcWS MIN 8. FC aTION CVO - EMS DOORS SHALL_ BE OPERABLE FROM THE WIDE NTHO)T HE USE Of A KEY OR ANY SPECIAL KAYMHA:f CR MEOW. THE UNLATCHING W ANC DOOR SHALL PEWEE ONLY DIE CERA:Ial KNURLY OPERATED WEE OR SUEACE IW4IW FLSH BOLTS, SRFACE BOLTS, DEADECLTS AIDING BOLTS. HASPS, ETC, APE WORRIED. N BkDR455 IN OCCUPANCY ENCLP A HAVING AN OCCBPAil LOAD OF 300 CR LESS, 6ROP B, F, M NV 5, AND IN RACES OF PUi610F MORSL, THE MAN DDOR CR DOORi ARE PERMITTED TO f£ MAPPED MM KEY-0F8tA1BO DEVICES FROM THE E6F ES6 SIDE FROVIDED: 0 TIE LICKING DBMS 5 READILY DISTREVISAAE AS LOCKED. 2) A READILY VISIBLE DURABLE 55N 5 POSI® ON TIE E6RE55 5LDE ON OR ADJACENT TO TIE DOOR STATINS: 'THIS DOOR TO RPMMN KOCKCD WEN THIS SPICE 5 OYLJP®.' THE SON SHALL BE 11 LETTERS I INCH H1644 CR A GaRRASRG BACK6R41A0. 3) NE USE OF NE KEY -OPERATED DEVICE 5 (EVOCABLE BY 11E 9RON60FFICPL FOR CIE CW£ 9. VERFY DOOR HARDWARE Alm FELINES WTI OYtEt I. UOCKI$ (SYiF® FOR THE FOLL&4161845 • 6164E EARS NV HANDRAILS • LAVATORIES • FEBROOM MIRRORS • UEIETS NV CNUERTOP5 2 TIE SBSTRAR OF ALL PALLS Nm pmzmiae MTNII 2 FETE OF IAUNNS. HATER CLOSETS SHALL BE HATER RESISTIVE 6I16 CR caer BACKER BOARD P TO A IE5M OF 4 FT. 3. SE: SEPARATE R1E6111& SOFT& FOR RXTU E SGEMtE ND RIRG DIAGRAM 4. PROVIDE 3 U2 SCIAV BATT INSULATION AT ALL TOILET ROQS 5. APRIANCE5 RFABUE, NO OFFICE EGUREIT NE BY CHER NV SHRN FOR REFERENCE OILY. FLAG NOTES ALL ICC/AL81 CODE iE6BYCE ARE TAKEN PROM TIE ICC NI1J-2001 OI 60' DIA TIRMM6 RAMPS PER ANSI 304. KNEE, TOE ND DOOR OVERLAPS PERMTTFD PER 3043.I NV 304.4. O 30 I X 4Y• FLOOR •PAIL PER N613053 O 3O X 46' 5116LE USER TOILET CLEAR UROUB 'PAGE PER ANSI 3053 &WOW DOOR SIG. ® 60' X DOOR MOTH R15 V YG V LATCH, FRONT APPROACH. ALL SSE DOOR MNENEUN6 CLEARANCE PER AK140423 5 60' X 56' ADA NON{C44'MRBU TOILET CLEMMYE SPACE PER AILS 60431 6 ADA Wiwi F TOLET PER N61604. BOOR MOWED IF FROM POLL PER ANSI 6042 FLUSH COMAS SHALL EE MONIED CURE 0E91 SCE OF NE WATER CLOSET PER ICC NIT 1-2 04 OT ADA LAVATORY POLL 1016 SDK AND FNGET PER ILEA 6061 3053 MIN INSULATED RIAe116 LIES O6 WA TOILETCRAB BARS PER A16160451 AND 60452. ACNE VOCAL BAR O9 TOILET PAPER DIMMERS m MI MID. PATER T0{'E a5FDE82 AT 40' Aff II 7-0' X 3'-0• MIRROR 40' MAX WENT FROM FINS( FLOOR TO REFLECTIVE SRFACE 12 50 6AL ELECTRIC MAIER WATER 0.97 MN BIERS FACTOR (E) PEt NSW TABLE CA042 SASE COMARNBB STAINLESS STEEL ADA 51K NV FAUCET. RAM. LPPBR NV LAVER CA DIET L H RAM. CCM16tTOP 0 2ND FLOOR ENLARGED FLOOR PLAN SCALE: 3re' = Ya FURL PNEL i DOOR TYPES vL EASTM5 TO EE3NN 1t FILL LIRE 11'-0' (MATCH EX511145) CODE CC. 5,110E APPROVE-0 OCT 172018 City of Tukwila BUILDING DIVISION AJAR FRAM DEPN, CAL PRE ()SLATED, LONE COAI1N6 V-VNIE = 036 MN •JCL= 0.40 MN HATCH ENSiN5 WINDOW TYPES RECEIVED CITY OF TUKWILA SEP 26 2018 PERMIT CENTER T H E RONHOVDE ARCHITECTS L L C 14100 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 98168 (206) 859-5500 I FAX (206) 859-5501 ronhovdearch Itects.co REGI ARCHIT RON r SE STATE OF WAS GTON 0 Z z O MH W J Q z 0 0 0 V • co 12a.r co I — co Q T23 • .t 0 3 Q 7` Q r 1• 10 9 6 1 6 5 4 3 2 ON-26-18 FENHT AI':PLICATION SUBMITTAL DATE DESCRIPTION REVISIONS SHEET CONTENTS: SCHEDULES ENLARGED FLOOR PLAN JOB Na.: 204314 DRAWN BY: LWS, OCR CHECKED BY: TR DATE: 426-I0. SHEET NO. A2.1 (5' TD. DC PARAPET 33"-0' APE B TD. EX ROOF FRAMN6 31'd' OFF G ID 6 EX 20EIR N' Y AFF B TO. Y•/A1IIE FL (ATXXTIG1) EX EST RR �EX ROGR/C81N6 AS,eBLY ,4 [EX ROOF ASSEMBLY DEFLECTION DEFLECTIONiRALK rP � L fr a-0' AF h \ T T R-13 CAVITY . R40 G.I. OIDLINIEM 12(2N r ROOR/GBLJN& ASSEMBLY O: MINIUM ❑T EX. STOREFRONT DOOR 06 EX 210 RR � N'-0 OFF BLDG. SECTION SLAB: I/4' = I' • TD. 1-'AFF NS RA(PDDITIOIC EX 5T FLR B 0'-0' OFF EIL IWL ICI ` EX GONG SLAB EX. REVEAL JOINT r— s EX 110E9Nt nen D18-0307 EX CG0. M41-Z- HATCH F)3S11N6 ,EFI MDOII 7 EX SOFFIT p 2 R-B CAM • R-10 CI. J NB A R-C3 CAVITY . R-10 C.I. PARTIAL EXT. ELEVATION (NEW WINDOW) SGLE. V4' = 5 EX 33'fi' EX TD. PARAPET 33'-0' OFF EX TD. ROOF FRAMN3 31'-3' OFF (RIME) �EX 2W RR FP-0' OFF TO. YEZZNOE RGOR (ADDITION) EXIST RR eie [EX. ROOF AXE343.T ft EX WW1 [EX FLOO R/Cal 6 ASSEMBLY EX OFFIEFE fi c 61 R-13 GAVITY . R-10 GI / R-13 CAVTY + R-10 L.I. OEEN OFFICE —FLOOR/6E1106 ASSEMBLY N: ROORJCEILINS — ASSETBLY 112: I I I FLOOR/GEILIN6 A%B'BI.Y N: ERFAK AREA R-13 CAVITY + R-I0 0.1. 0-0' OFF A jai \ IPTO BLDG. SECTION '(AJFV4' = I'O' trz1 EX CO & SHEAR NAL_ LONG SLAB SEE. 6 R-I3 CAVITY 4 R-I06.1. FLOOR/CEILING ASSEMBLIES: FLOORKRLINE AiBRY tl: 3/4' Tt6 PLY/0 - SEE 51WGT N' TJ AT 16' OL. - SEE STRLCT. 5/0" TYPE X 6413 AT SIM: FRDNDE R-30 CAVITY INSULATION BETYHi1 FLOOR JOISTS AT AREAS EXPO✓ED TO 513414EATED MARr1IlfF SPACE. FLDOR/fAINS Ah' BMBLY t2: 3/4' Tt6 RYYO - SEE STRKT I-1f?A-V4' L5L AT 16' OC. - SE STRECT. I-5/b STEEL CELINS J015T 062512530) AT 5' O.. 5/0"TYPE X 6113 CO`.c CY APPf1OVED XT1"2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 862 26 2010 PERMIT CENTER T H E RONHOVDE ARCHITECTS L L C 14900 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 60168 (206) 859-5500 1 FAX (206) BS4-5501 ronhovdearchltects.co U Z z 0 Cw CC N Q w 12 w 0it < 0 J 0 2 H cc H a z a 0 H 0 0 10 4 0 1 6 5 4 3 2 05-2640 FERMI AJFLICATION WIF1TAL DATE DESCRIPTION REVISIONS SHEET CONTENTS: BLDG. SECTIONS PARTIAL EXT. ELEV. JOB NO 200.14 DRAVN BY: LY6, DCF CHECKED BY: TY DATE: 9-26-IB SHEET NO A5.1 RR IC-0' Y 6 B E%21D RR N'p AFF EX BT FIR B 0-0" OFF EX IX ROOF fry 1' ELIZBOL TFWOFFI(F GEF8 10-4' Df3LECT10N TRACK, TYP z 4'-I01re' EXNWL 4 TREADS AT IF IX 51L$J I F `'TAT STARS STAIR #1A - SECTION Y.CIF: IM'=0O '4 6 EW SOFFIT EX SOFFIT 1 rEX FLOOR/CALM AMEMLY EX MAGI 'j1E��j VAIN PLOD.'1 COVERTS EX CRD. SLAB D18-0307 STAIR #3 - SECTION SCALE: w'=1'O s_EX dD RR MT-0' Y 6 IX SOFFIT EX6T RR ROORKEILN E, ASSEMBLY R SM: POST. 91E STRICT R-B CAVITY A R-l0 G.I. EX INSLEA&IO4 ,J2S'd'S':-'LY�:h';,1r:', RF.'rt.'tA'SYiNii!ii`h33Yn tL'diN'tlhC1' IX LMCIN6 .}._ 3 T 6 EX 51133 STAIR - E]4BSILW( EX. STAIR #1 - SECTION EX FLAG NOTES O IV? DIA S1t$ MCRAE FA SCE. RETIRE BO TO PAL CR F ST. 36• NUM1I16 NEI6HT, IY MHOS t1E1'OW TOP MDT AND GONNRIE DE TREAD DEAN MOW BOTTOM Rt93E O ?DIA STEEL GVRR AIL EA sax 47 Kum* IeGI41. 46 Pk MAX OM NI, MATCH AVJPCB T MOOIFED EY15T168I IL O MODFED EXETER 7 ON SNEEL 61iA DRAIS AT STAIRS ADO 7ON\ STEEL r<P RNL OF NISI*CUMWNL TO rasa IEIEIIT FROM 34' N. T047 M MN) ADD SYB3. CABLE MIS BERM EXIST* STEEL RAYS TO ROME 4" MAX OPBNNS. Oq HOMED Ex511152' PIA FEEL ELLNARALS AT LNAW ADD STEEL GABLE RAILS Ef11131 BxSllt STEEL RAPS TO FRDAOE 4" MAX OPSIN6. O ADD I Vl• DIA STD I W ORNL TO EA 502E OF E%511N6 6VAKiNL 36• MU I111G 1EISN, 12' EXIEMIDI EIYaV TOP RISER AND CONINE ONE MAD DEED MVO BOTTOM RISER. FEff1 a as TO 6LLVNRNL POST © STD STAR RINSER SEE STRICT • 1.000 STAR 51RINeEt 9E STRICT O 91SF9OED ICT LELa6. MATCH EX51II15 T H E RONHOVDE ARCHITECTS L L C 14(100 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON Q8168 (206) 859-5500 I FAX (206) 859-5501 ronhovdearchltects co REGISTE ED ARCH RON DE STATE OF WAS GTOI RETURN EI1)5 TO HALL TYRCAL 112' NOR HNORNL WACKE R VP SPACE! SPACE EaWLY AT 4'O OL. MAX - NHD TO VERT POST 2 HANDRAIL MOUNT SCA4E: 3' AV 3'-0' AEF. 0R NO9N5 co:3 c.;.a;,.. APi'ROVa13 OCT 172018 City of Tukwila BUILDING DIVISION HNCRAIL U z z 0 co Z Q Yzw cc Q Q N Q EL w z >-w< 0tit Q O 1-1 ICJ o 0 Q 2 MFG. TREAD (511h2D14100D) OR EC)AL 2" V191AL CONTRAS 12' MAX RADIUS 3/4' RISER TREAD II' MIK (T) 7 71/2" 7 7 2xI2 STRINGER W (2) 2x4 SISTT3+ED s 24' O.G. NSE (3) MIN. PER RIM) - RECEIVED CITY OF TUKWILA SEP 26 2618 ` 1 INTERIOR STAIR PERMIT CENTER 11/2"=1'-0" 16MS-II17 10 4 6 1 6 5 4 3 2 0946-I8 PERMIT PffLIGATION S.EMITTAL DATE DESCRIPTION REVISIONS SHEET CONTENTS: STAIR SECTIONS JOB NO.. 2016.14 DRAM BY: LVB, DC" CHECKED BY: TFt DATE. 4-26-03 SIEfT NO. A5.2 T V 9_ P11]1 r u '7 6 7.E 4 EX 33'-6' EX 33'-6 u 1 I 1 LSTMRMD LT L21 L2 L2 L2 L2 L2 Y L2 EMI L3 L4 L6 1. g O L2 L2 L2 •.3. MEZZANINE REFLECTED PLAN — (ADDITION) %AE: Iro• = r-a• -0307 6 EX 33'-0• EX 33-6' E v is A; ' -L4 O R. L3 EF1, t4 LEF2 L4 Au CIS Gana II 1 DLAatt 11E1 LI- Og Ll- u u 11 LI J L4 O EM3 EX LIG1IWr-. N2/YSLL, \ EX. LIGHTING NO CHANCE 1ST FLOOR REFLECTED PLAN (ALTERATION) rite. = 1•-0' ENERGY CODE NOTES I. BIDDHR N LIGHTING AIO LONRROL5 SAIL COPY MTH 2015 PK: G405. SEE ELECTRICAL` TTAL. 2. MEC G44232.4 - DAYLI6Hf RESPONSIVE CONTROLS FX/ WHOA t% DAYLIGHT RESPQ151vE CORMS ARE NOT RGJARD FOR DAYLIGHT ZOIFS WERE THE IOTA. PROPOSED UGRIN5 PC4ER DENSITY rR LESS TNPN 35 PERCENT OF THE LIGHTING PONE R ALLawt,E PER SEOTI015 C405.42 3. YGPC G44263 - REDUCED IKIERIOR LIGHTS& FOYER: TIE TOTAL RHEROR LIGNIIN6 ROYER (YATTS) OF THE BUILDRYS SHALL BEE PERCENT OF TIE INTERIOR LIGHIN6 PO/ER ALLOWANCE CALCULATED B/ TIE SPACE -BY -SPACE NECHOD IN SECTION /A05,42 4. YEEC G406.4- ENi4NCEJ DIGITAL LISTING CONTROLS NO LESS TWW 90% OF nE TOTAL INSTALLED INTERIOR LIGHTING PO/ER `.AWL LOWLY WITH TIE CONTROLS PER /EEG C406.4 INTERIOR LIGHTING POWER SUMMARY: ALLOYED WATTS = 4224 PROPOSED YMATTS = 2604 GaRIES NITS MSEL ADDITIONAL EFFICIENCY PACKAGE 019T10N C4063 - REDUCED INTERIOR LIGHTING LIGHT FIXTURE SCHEDULE Ll L2 LED L01 PROFILE, WRAPAROUND, WAGE MOM, LIIIfl1A - 1EL4 40001M EOM 35K, 32.4 YATTS OR EQUAL LW LINEAR, BVIRELTDIRECT, 515PEIDED GABLE 1104N1; FIIELITE - ISI2 LED ID-PLV-4FT- -H-S-g -C BI 4152 LM 3500K BD CRI, 365 NAM OR EGVAL L3 J 4' LID LNEAR STRIP, SRtFACE MID, 3.00K, 4000 WM 32 IATTS L4 0 6' LID RORO, OPEN, DOWLIGHT, LITHO IA RDN6-35/15- 06AR-L55-MVOLTflIO 1526 LM 350014 205 WAITS OR &LPL L5 L6 L7 AH rtfRfiRY.Y LIGHTING EMI EXIT Q 36' LID, VASTY WALL BRACKET Low LM 3000K, 26 WATTS 24' LED, VASTY HALL BRACE 1302 LM 3000K, IO WAITS LE), YAU_ SCONCE 1302 LM 3000' 9 KNITS CO30 LIG IED EXIT SIGN MO EXIT PAT NAY (2) LAMP LED LIOHDNG FIX1LRE MTH 90 MINIM BATTERY BACKUP EM2 pinQ EXIT PATIYAY (2) LAP LID LIGHT'S& FIXTURE MTH 90 MINIM BATTERY BACKLP. EM3 EXIT ILLUMINATED DIRECTIONAL EXIT SIGN NTH 90 MN11E BNERGBcY FOYER BAT Itlt RAMP PER IFO 1013. PEDANT MOUNT VERIFY HEIGHT MTH TENANT - Sff SEPARATE FI FGTRIGAL FERMI LIGHTING CONTROLS RR /A052 0 OW:RANGY sBYOR NALL SNITCH OCCUPANCY SENSOR EXHAUST FAN SCHEDULE MN VENTILATION RATES PER 2105 IMG TABLE 403311 SEE SEPARATE MECHANICAL a UIITTAL ADDI110INL INFORMATION. EF1 EF2 EF3 e EXHAUST FAN, 50 CFM EXHAUST FM 10 C134 (OPERATED INIEi?9TTEQLY) EXHAUST FAN, 140 CA4 (OPERATED IN1E2MITTENTLY) City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP262016 PERMIT CENTER T H E RONHOVDE ARCHITECTS L L C 14100 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 18168 (206) 859-5500 I FAX (206) 859-5501 ronhovdearch ltects.co REGISTI ED ARCHI '. PT RON a OE / STATE OF WAS GTON U Z z 0 w w CCa Q EL W W 2 0it <0 J 0 1 ADDITION AND ALTERAT 10 9 1 6 5 4 3 04-26-10 PERMIT APPLICATION SUBMITTAL NO. DATE DESCRIPTION REVISIONS SHEET GONTENTSt REFLECTED CEILING PLAN .JOB NO.) DRAWN BY: CHECKED BY DATE 2010.14 LYb, DCF TR 9-26-10 T NO. A8.1 D18-0307 aw • 5/8" 6.11.5. EA. SIDE ACC WALL 1TYt METAL FRAME DOOR PER SCHEDULE 7" DOOR JAMB (HEAD SIMILAR) I SCALE : 3' = I'-0" 1DMJ-I6 T H E RONHOVDE ARCHITECTS L L C 14900 INTERURBAN AVE SOUTH SUITE 138 TUKWILA, WASHINGTON 98168 (206) 859-5500 I FAX (206) 859-5501 ronhavdearchltects.co REGISTE"E ARCH RONHr rE / srAIE OF WAS G1ON DOOR PER SCHEDULE 1/2 xl 1/2" TRIM DOUBLE STUD SEE WALL TYPES DOOR JAMB (HEAD SIMILAR) `"'�� SCALE 3" = l'-0" l DOOR WOOD JAMB FLOOR OR ROOF STRUCTURE 18 GA. TRACK W/ 4" LESS DEFLECTIONN�TRAC VKBLEG STL STUDS VU 5/8' G.W.B. TYPE 'X' BOTH SIDES SEE WALL SCHEDULE SEE WALL TYPE SCHEDULE FOR STUD SIZE, SAGE AND SPACING WALL TOP DEFLECTION TRACK SCALE : I-1/2' = I'-0" 8C5-1 U Z z O CO al C Q N o-I w w <0 OL. < 0 0 2 Mr w J 0 0 0 0 1 3' VENT THRU ROOF K F... \ COLS C' .::,:. \ kY?id.7:J \ \ OCT 172C8 3' VENT \ City of Tukwila \Lc}4f BUILDING DNISIOI TOILET \ eLyNss 3' WASTE sV 1 51 P-TRAP $ EXIST b' WASTE TYP.TOILET J1 '� RISER D DIAGRAMAM SCALE : NOT TO SCALE S PLUMB RISER BASE TYP WALL I-I/4" RAM -SET CONC. PINS 0 24" O.O. CONC. FLOOR WALL / FLOOR CONNECTION 10 1 8 1 6 5 2 04-26-10 PERMIT APPLICATION SEMI1TAL NO. DATE DESCRIPTION REVISIONS SHEET CONTENTS: DETAILS CITYOFETUKWILA SEP 26 20t8 PERMIT CENTER JOB NO.: 2018.14 DRAWN BY: LYE., PGF CHECKED BY: TJR DATE: 4-26-18 SHEET NO A11.1 2FS-a GENERAL STRUCTURAL NOTES LO GENERAL THESE STRUCTURAL NOTES SUPPLEMENT THE SFECFICATIONS, ANY DISCREPANCY FOND AMOG NE DR?IIMS SPEGFICATIONS, THESE NOTES, AND THE 811E CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WIC SHALL CORRECT SUCH DISCREPANCY N URITNG ANT WORK DOLE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DOE AT THE CONTRACTOR'S R51C THE CONTRACTOR SHALL VERIFY AND COORDINATE TIE DMENSIRJS AMONG ALL DRAWINGS PRIOR TO FROCEEDNG WIN ANY WORK OR FABRICATION THE CONTRACTOR IS RE -SMOKE FOR ALL BRACING AND SHORING DORM CONSTRUCTION U CODES ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO TIE REQUIREMENTS CF CITY CF TUKWILA AND: THE 2015 INTERNATIONAL BUILDING CODE (IBC), AS MINDED AND ADOPTED BY CITY OF TUKWILA AND THE STATE OF WASHNGTGN: AC.1. - LATEST EDITION, AMC - LATEST EDITION, AWS - LATEST ADDITION, AJTC - LATEST EDITION, NDS - LATEST EDITION AND AISJ - LATEST EDITION 12 DESIGN CRITERIA A. VERTICAL LOADS L LIVE LOADS ROOF MOW/ Pg • 30 F6F PR • 20 MP Ca • 10 Ct• 10 16 • 10 25 PSF FLOOR 40 PR B. LATERAL LOADS: LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION O THE RDGO AND FLOOR TO SHEAR WASS. LOADS ARE THEN TRANSFERRED TO TIE FOOTIYS, IUERE ULTMATE DISPLACEMENT IS RESISTED BY PASSIVE FRE55URE OF EARTH ANC SLIDING FRICTION OF EARN. OvERfIR4MYa *RESISTED BY THE DEAD LOAD O THE STRJCIIAl. 1 WAD: EXPOS B, 3-SECOND GUST W0 MPH. PER IBC, RISK FACTOR II, KZ. • MID 2. SEISMIC: SEISMIC USE GROUP I, SEISMIC DESIGN CATEGORY D PER IBC Longitude •-122215 Latitude • 41484 Se • L492 , Site CIae6 B 51 •0559 , Site Claee B MS, 0.995 9 e • 0559 R •63 1e • 10 Cs • 0.10 (A92) V • 10 kips (A$D, BASE SHEAR) 13 SHOP DR41JPtaS SUBMIT S FFICENT COPES OF SHOP DRAWIYfo TO ARCHRECTBIGNEE2 FOR 11E FOLLOW84 A FE FLOOR JOISTS DO NOT FABRICATE PRIOR TO ARCHITECTS/Dean APPROVAL ALL 814OP DRAUMG6 SUBMITTED TO ME ENGINEER SHALL BEAR TIE STARED APPPRvvAL OF THE CONIRACTOR 510P DRAWING APPROVAL BY BC INVESTIGATIVE ENGINEERS SHALL NOT IMPLY THAT 11E PROJECT MAY BE BUILT FROM THE SHOP DRAWINK . RATHER "ME PROJECT PLANS SHALL BE USED FOR CONSTRICTION ALL FOMENT DRAW* FOR TRUSSES SHALL BE PETALED BY TE TRUSS SUPPLER 20 SITE IOW (EXISTIG STRICTURE HOE -REWIRED) 30 CONCRETE OCT USED) 40 METALS 4J (ELM A ALL WELDING SHALL BE N ACCORDANCE WITH AS DU SMRJC1URAL UELDNG CODE' 4 DL3 SHEET STEEL UELDIG CODE B ALL ILELDNG SHALL BE DOE BY AUSMV4BO (W454NGTON STATE ASSOCIATION CF BUILDING OFFICIALS) CERTFED WELDERS. C STRUCTURAL STEEL SHOP DRAWINGS SHALL 54011 AW A2A SYMBOLS. 1EL05 514004 CN THE DRAWINGS ARE TIE MNMM SIZES INCREASE MELD SIZE TO AO MNM 11 SIZES, BASED CN THIC*ESS CF MEMBERS THE DETAILS, DEPBVIG ON THE JOINT COFIGIR4TIOL SPLICE LOCATION, ERECTION SEQ.ENCEQ ETC. TIE CONTRACTOR SHALL JOKED TOGETFER D. ADDITIONAL FELD WELDING MAY BE REQM,ED FROM TWIT SON ON THE DETAILS, DEPENCIYG CN THE JONT COFIGURA.TION, SPLICE LOCATION, ERECTION SEQENCEB, ETC. THE CONTRACTOR SHALL DETERMRE THE LOCATION O ALL FIELD WELDS AD went THEM FOR REVIEW. FELD I Ei WI PS* 1l BE MNMIZED U EFEVER POSSIBLE E TIE MINIM WELD SIZE USED SHALL BE 3/16'. ALL WELDS SHALL BE MADE ISM LOW -HYDROGEN ELECTRODES UATH MNMIM TENSILE STR94G114 • 10 KSI. LOU HYDIOGB4 BMA/ ELECTRODES SHALL BE USED WITHIN FOR HORS OF OFENNG THEIR HERETICALLY SEALED CONTARERS CR SHALL BE REDRIED PER AUS DU, SECTION 45 ELECTRODES SWILL BE RDRIED NO MORE T10/4 ONE WE, AND ELECTRODES THAT HAVE BEEN UET SHALL NOT BE use/ F. TIE CONTRACTOR SHALL BE IE5P045E:LE FOR THE JONT PREPARATIOS IC UELDIG PROCEDURES THAT SCUDS, BUT ARE NOT LIMITED TO REQJIwED ROOT MASTICS: ROOT FACE DMBSIOS: GROVE ANYGLES* BACKIG BARN COPES: &SPACE RDUGI ES9 VALUES: AND TAPERS O mecum. PARTS. G. NO IIE1 aF REIFORCNG STEEL &HALL BE ALLCIED EXCEPT WERE Slew CN THE DRAMA 50 STRUCTURAL STEEL A ALL DETAILRG, FABRC4TOL AND ERECTION SHALL CO*FORI TO TIE AISC MARAL OF STEEL CONSTR1CTI04! STEEL SHALL COFORI TO TIE FOLLOWRG, IUD: ALL STEEL, NO STEEL PLATES, MSC STEEL, INK SO14RE 11EE ASTM A512,GR50 ARM A36, Fy • 36161 ASTM A500, GRADE B B. ALL WORK SHALL BE N ACCORDANCE USN THE AMC STEC-SCAGM. SHOP DRAWINGS SHALL BE SWIPED TO THE ARCHIIECVENGI EER BEFORE CQT'ENCNG FAERCATIOL ALL STEEL ANCHORS AD TES AND 01IER MEMBERS B'BEDDED N CMICRE1E OR MA50NRV SHALL BE LEFT IMPARTED. DIFI SIONAL TOLERANCE FOR BUWD-IF MEINERS SHALL BE PER AIDS DLL GENERAL NOTES FOR STEEL CONECTIO 45 SHALL APPLY TO ALL STEEL CGMECTI05, C. C. sous SWILL BE INSTALLED PER TIE 6N6-TIGHT INSTALLATION METHOD PER SFECFICATI04 FOR STRUCTURAL JONTS MIS A511•1 A325 OR A490 BOLTS. BOLT HOLES SHALL BE PLACED PER AMC PETALNG REWIREYBITB, IND PER 114E PLANS 4 DETAILS. D. METAL PROTECTION - ALL MISCELLANEOUS STEEL AND HARDWARE DNOlED TO VIEW OR N /HEATED PORTION CF BUWDNG SWILL BE GALVANIZED PER ARM A-23 WITH 125 OL OF ZING WELTER PER SlA14R£ FOOT CF SURFACE AREA .ALL OTHER STEEL SIFEACES TO BE 5H0P PANTED AFTER FABRICATION 60 LIGHT GAUGE STEEL 6J (14LRY ASSURANCE THE CONTRACTOR IS RESPONSIBLE TO PROVIDE RILL TIPt OLALITY ABRICATIO4 AND ERECTION ACTNRY. THE COT BE RESPONSIBLE TO OBTAIN MILL CERTIFICATION FROM THE LIGHT GAUGE STEEL MANFACIIRER OR 5WJ1 BE RESPOL518LE TO PROVIDE TENSILE TESTS AND GALVA1ZATICN TESTS TO THE E4GIEER 0: RECORD TO VERIFY 1FE ADEQNCY CF THE LIGHT GAUGE MATERIALS. 61 MATERIALS A GAGE MATERIAL SHALL BE FORKED FROM GALVANIZED ARM AI003 GRADE 50 STEEL FOR 91, 68 AND 54 mil MATERIAL WITH A MINIM GELD O 50 KSI, AND GRADE 33 STEEL FOR 43 MIL MATERIAL AND LKNTER WIN A MNMM VELD CF 33 KSI THICKNESS - STEEL COMPONENTS MINIMUM YIELD STRESS (kMI) MNIMM THICKNESS (mile) DESIGN THICKNESS (In) (+AIY..P 18 00188 25 33 21 00283 22 33 33 00346 20 33 43 00451 18 33 54 00566 16 50 68 00113 14 50 9l 0.1011 12 50 NOTE: MNMM T14ldQE56 IS BASED 04 UNCOATED STEEL THE M1MIIM THICKNESS REFRESENTB 95% OF THE DESIGN THICKNESS AND IS TIE MNIMM ACCEPTABLE UNCOATED THICKNESS DELIVERED TO THE JOB WE BASED ON SECTION A2A OF TIE 2001 AS SFECFICATIQL ALL MEMBERS SHALL BE GALVANIZED PER A51M A924/A924M (LATEST EDITION) WMH MNMMI COATING FE011IF43'81T5 AS FOLLOWS: NON -LOAD BEARING STUDS LOAD BEARING STUDS EXPOSED EXTERIOR STUDS ASTM C645 - G40 COATING ASTM C955 - G60 COATING ASTM C955 - G90 COATING B. ALL MEMBERS SHALL HAVE TIE MINIM BFECTIVE PHYSICAL AN, STRCTURAL FR FERTES AS INDICATED N THE STEEL STD tiANIFACTUREFS A95CC1ATI04 (WA) 1030 ER REPORT M543-P CR EQ14L AT TIE CONTRACTORS OPTION 1 AS FOLLOLI MEER GA DEPTH FLAYS F9 (K&) sx (N3) Ix (N'4) USE 3505162-43 S 3-112' 1-5/8' 33 0301 0568 STUDS 350TU5-43 S 3-V2' I-V4' 33 0233 0.490 TRACKS 5506162-43 8 5-12' 1-5/8' 33 0512 L458 HEADERS 3505125-30 20 3-V2' 1-114' 33 0250 0346 PARTITION 20 3-V2' I-V4' 33 0145 03t2 PARTITION 350T15-30 ACCESSORIES SHALL BE OF TIE TYPE, SITE, AD 5PACIG WON CN THE DRALUN GS OF A MNIMM 43 MIL MATERIAL IN.ESS 011ERU8E SFECFED. ALL STRUCTURAL MEWS SHALL EE DESKNED N ACCORDANCE WITH THE ANEMCA4 RCN Alt STEEL ISTITUTE (A 61) SPECFICATION FOR THE DESIGN aF COLD -FORKED N EEL STRUCTURAL nes, LATEST EDITION WITH TIE LATEST SUPPLBM ENT. PRIOR TO FABRICATION OF PRATING 5Le11T FABRICATI04 AND ERECTION DRAWINGS TO TIE ENWEER FOR ARFROVAL. PREFABRICATED PEALS SHALL BE SOME, UATH COMPOENTS ATTACFED N A MANNER AS TO PREVENT RACKING AD TO MNRIZE DISTORTION UNILE LFTIG. FASTENNG CF caraENTS SHALL BE BY *LONG CR SCIE166 OR BY OTHER MEANS OF FASTING AS INDICATED ON TIE DRAWINGS. WELDS SHALL BE CF SUPICIET SIZE TO INSURE TIE STRENGTH CF THE CONECTION (MN IS' WELD 8Y P LENGTH). IURE TING CF COMPOEHTS SHALL NOT BE PERMITTED. ALL UELDB SHALL BE TOUCHED IF UN A ZINC -RICH PANT. SUDS SHALL BE FLItEED, ALIGNED AND SECURELY ATTACHED TO FLANGES CF BOTH UPPER AND LOVER TRACK RIMERS. FRAIIG CF WALL OPE14M6 SHALL NCUDE READERS AND 5UFPORTING STUDS AS SNCN CN THE DRAMA C. ALL SCREW (REFERRED TO AS 1EK) SHALL BE SELF TA'PNG SELF DRILLING FA5IFTEN: 114104 ARE ZINC COATED AS MANFAC1 D BY MU BUILDER TEK / TRA)04 ELCO DRIL-FLEX, WTI, GRABBER OR APPROVED E(UIL4L TIE UNPIN SC1J SIZE /TYPE / PONT SWILL BE 18-18 (4 PONT) TBK CR 90-K 02 PONT) TEK FOR NE N 33 MIL THROWN 54 nil, AND '10-E (3 PONT) OR 42-14 (4 OR 3 PONT) TEK FOR HEAVER TW N 54 MIL TRESS NOTED OTHERWISE SCREWS FOR SHEATHNG C04ECTIOS SHALL BE CF TIE PROPER SIZE AND TYPE FOR A POSITIVE SEATING TO METAL CCRECTIOL ALL SCREW COMECTIONS SHALL BE MADE FROM TIE LIGHTER MATERIAL NW THE TICKER MATERIAL NLESS NOTED OTHER1ISE SCREWS SMALL HAVE A MINIM PROJECTION CF 3 THREADS THROUGH TIE LAST MATERIAL JOINED AC SHALL HAVE MN1M EDGE DISTANCES AND CENTER TO CENTER SPACNGB OF VP. ALL SCREWS SHALL CONFORM TO SAE Ai SHWA' PONT (CR SELF-PERCNG) SCREWS SHALL BE ANTI CI002 AND SELF -DRILLING SCREWS SWILL BE ARM C S4. ALL SCREWS SWILL HAVE A PROTECTIVE COATING PROVIDED N WIN ASTM F1941(PREVIOUSLY ASTM 8633) AND SHALL HAVE A FEM'ORILUYE RATING OF 500 HOURS OF SALT -FOG PER ABTA en. NOTE MAT THE CONTRACTOR IS ROOKED TO OBTAN THIS FERFOR7ANCE SPECIFICATION (HOURS Cf SALT -FOG) AND air THE PROPOSED SCREW MANFACTIIER TEST DATA SUPPORTING THIS PERFCRIA4kCE CRITERIA TOME ENGINEER CF RECORD FOR WRITTEN APPROVAL. ALL SCREW CAPACITIES SHALL BE AS INDICATED BELOW AND SHALL BE VERSED BY THE CONTRACTOR PRIOR TO CONBTRJCTOL THE CONTRACTOR SHALL PROVIDE SCREW TEST DATA FROM THE SCREW MANFACTIRERS O14LITT A5IRANCE PROGRAM OR SHALL WAN A INDEPENDENT CERTFED TESTNG AGENCY TO PROVIDE TIE LOAD TEST VERIFICATION THE SCREW M4NFACTIRER SHALL FROADE VERFICATION CF TIE FASTENERS RESISTANCE TO HYDROGEN EhBRTTLRENT. ALL(y'1APl F F VALUES (POUNDS) FOR SCREWS CONNECTING LIGHT (A VIE STEEL LOADS TO BE VERFIED (MILS) DESIGN THICKNESS (INCHES) '8 '10 '12 MATERIAL STRENGTH Fu, (KSU DIA = 0.164' MN DIA • 0.190' MIN DIA. • 0219' MIN SHEAR PULLOUT SHEAR PULLOUT 51-EAR PULLOUT 33 00346 45 164 12 Ill 84 IBS 95 43 00451 45 244 94 263 109 280 124 54 00566 65 300 IT 500 198 569 225 68 00113 65 -NA- -NA- 500 249 150 285 91 0.1011 65 -NA- -NA- 500 356 150 405 Nominal Screw Strength Required • 900 1615 1500 2515 2250 3665 D. FOR FASTBNG LIGHT &AIYF 1 EMBERS TO STRUCTURAL STEEL OR TO CODIiETE, POLDER DRIVEN OR REUTATC FASTENERS 6144LL BE ZINC PLATED AND SHALL BE M4MFAC HIED BY HILT! OR EQUAL AS ROUTED 1 TIE DRAWINGS WITH THE CAPACITIES S1101111 TO BE VERSED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. FOR FILUOUT APPLCATIQLS CF POLDER DRIVEN OR REIM4TIC FASTBER6, NOS -DESTRUCTIVE PULLOUT TESTS SHALL BE PROVIDED TO VERIFY THAT THE TESTED CAPACITY EXCEEDS THREE (WINES TIE A1Y814P.1 F VANES INDICATED IN TIE DRAIRYGS TEST Of (1)CON'ECTION N EVERY FIFTY (50) FOR PULLOUT CODITI0N5. E ALL MATERIALS SHALL BE STORED DRY AD SHALL BE KEPT FREE OF CORROSION DAMAGED MATERIALS WALL NOT BE ACCEPTABLE CC. ICT 1'ROTE City of Tukwila BUILDING DIVISION a 0 E ABBREVIATIONS LEGEND SHEET INDEX WNW ADEO ADD'L ALUM BLDG B.KG BM 80T BR BTWt CTRd) CLG CLR COL(e) cat CONC COT WNW LTV DEMO DF DIA,1 DIST DT- (E) ANCHOR BOLT(e) ADEQUATE ADDITIONAL ALMINM BUW143 BLOCKING BEAM BOTTOM BEARING BETWEEN CENTER LNE CENTER CENTERED CELIIG CLEAR MUMS) CO'IP08ITI04, COMPOSITE CONCRETE CONTNJCUS CONTRACTOR CONTRACTOR TO VERIFY DEMOLISH, DEMOLITION EXI AR FIR DIAMETER DISTANCE DETAIL EXISTING EA EQ E8 EW EM FF FLR FIND FT FTG GA GALV GCB GLB GUB HC HD(e) HDRe) MIR NF HORIZ IBC IF NNW NT ITC EACH EOUAL EA SIDE EACH WAY EXTERIOR FLUSHED FRAMED, FNISED FLOOR FLOUR FOUNDATION FOOT, FEET POOTNG GAGE GALVANIZED GYP•.4M CELNG BOARD GLULAM BEAM GYFSM WALL BOARD HOLLOW CORE HOLDON(e) HEADER(.) HARiUCRF 1E1 FIR HORIZONTAL INTERNATIONAL BULDING CODE INSIDE FACE RV4U ATION NTEROR INTERNATIONAL RESIDENTIAL CODE JT LANWe) b LG MAR Tit MN (N) 101 0C Of 058 014 FE PLCS P-NAILS PNL PP PT RID REIF RUD SI SC ST JOINT LA'INATI0ti) FONDS LIGHT GAUGE MARMM M4IFACTIRER MNMM NEW NGMNAL CN CENTER OUTSIDE FACE GRANTED STRAND BOARD OvERWG FRE ENGINEERED PLATE FLACES THEMATIC NAILS PAEL PARTIAL PBEIRATIO4 PONT PLYWOOD REIFORB'B4T RECLINED SQUARE INCHES SOLID COKE SHEET IRS€gi��x� SWUNG BMILAR SLAB ON GRADE SPACING SOLARE =LARE FEET STRUCTURAL SEAR WELL TONGE 4 GROOVE TYPICAL *LESS NOTED OTHERWISE VERTICAL WIN WITHOUT IWSHNGTO4 STATE DEWY CODE TRANSFER PLAN TITLE SCALE: I'•10-0 DETAIL TITLE 5XX SCALE- I'•1'-0' PLAN TITLE UNDERLIE NORM ARROW DETAL/SECTICN TITLE IIDERLNE SXX SHEET WERE DETAIL/BECTION *DRAIN 1 • PETAL TUNER SXX • REFERENCE WIERE DETAIL 1 TAKEN 1 • SECTION NttER SXX • REFERENCE WIERE SECTION IS TAKEN 1 • ELEVATION WEER 8RX • REFERENCE WERE ELEVATION IS TAKEN 0 0 DOOR MARK PER SCCFEDILE WINDOW MARK PER 9CFEDULE WI • 8W DESI NATION PER SW TABLE ON 610 1 • REVISION WISER ICCATE9 AREA WITH A REV6104 EXIRTMG WALLS TO REMAIN EXISTIG WALLS TO BE REMOVED NBU 2x4/2x6 WALLS/SEAR WALLS RECEIVED CITY OF TUKWILA SHP 26 281E PERMIT CENTER Ef4L 810 SU 512 520 630 63J 632 633 540 54J 642 II TYPICAL STRUCTURAL NOTES (1 Gf 3) TYPICAL STRUCTURAL NOTES (2 OF 3) TYPICAL STRETRAL N01E5 (3 Of 3) PONDATIO 4 PLAN 1 NOTES 2ND FLOOR FRAMIG 4 SEISMIC PLAN 4 NOTES DRAG STRAP TABLE 4 DETAILS STAIR FRYING PLAN STAIR DETAILS FRAYING DETAILS LIGHT GAUGE PETALS LIGHT GAUGE DETAILS TOTAL BEETS, THIS SET 0 O 0 0 ACCURATE • RESPONSIVE • 3605CS7REET N.E. ABLRN. WA. 95002 m e STATB£NT OF USE 4 LIABILITY TIEBE PLANS ARE FOR THE EXCLUNVE USE Gf HOLIDAY PARKS, INC BCE A861tE8 NO RESPON51131L1rf CR LIABILITY FOR ISE O THESE PLANS BY OTHERS. ALL %FORMATION ON THESE FLANS IS THE EXCLUSIVE PROPERTY Cf BCIE AND DOES NOT EXPRESS NOR MPLY ANT WARRANTY 0' THE NFORIATION 04 THESE PLANS. • STRUCTURAL CONSULTING • SEISMIC RAZARD ASSESSMENT • ACCIDENT INVESTIGATION EXPERT WITNESS • DUE DILIGENCE • CAUSE & ORIGIN GENERAL STRUCTURAL NOTES 63 FABRICATION A FEFABRICATED M SHALL BE AS SHOW IN flE DRAUHS AID SHALL BE ASSEMBLED 5QUA2E WITH HE FASTENERS INDICATED N THE DRAWINGS. ALL FRMUG MEMBERS SHALL BE QJT SQUARELY AND SHALL EE POSITNELY HELD N PLACE UNTIL PROPERLY FASTENED. 6A ERECTION A LOAD BEARING WALLS L WALLS SHALL BE WALLED PLUS AND N WARE At THE LOCATIONS AND SPACINGS NDICATED N THE DRAWINGS. 2. WALL SILOS SHALL BE SECURELY ATTACHED AT BOTH RANGES AT THE TOP AND BOTTOM TRACK AND SHALL BE SEALED SQUARELY N THE TRACK 3. WALL S1tt SPLICES ARE NOT ALLOWED. B. NON -LOAD BEARING STIRS L STUDS SHALL BE AS NDICATED N THE DRAWINGS WITH SHEATH % PLACED ON BOTH SIDES CF TIE STUDS. CRC OR BRIDGING / BRACING SHALL BE PROVIDED At 48 OC. PER THE DRAWINGS WERE BOTH 51ID RANGES ARE NOT SHEAVED. REFER TO TYPICAL PETALS. 2. POSITIVE CGMECTIONS SHALL BE PROVIDED AT SPPORTIG MEMBERS PER THE DRAWINGS. 3. ALL SIDS SHALL EE TIGHTLY SEATED WINHN THE STUD TRACK C. JOISTS I. THE BEARING SURFACE FOR JOI8T8 SHALL BE LEVEL AND FREE OF IRRNEGM.ARMES. A POSITIVE COMEOTION AS DETAILED SHALL BE MADE BETWEEN THE UEB OF THE JOIST AND 114E RIM TRACK 10 CARPENTRY 11 ROU84 CARPENTRY ALL 2x FRAMING LUMBER SHALL BE DOUGLAS FIR 4 FOR STUDS AND FEM-FIR 4 FOR PLATES OR AS SHOW ON TIE DRAOIME0 OR BELOW ALL 2' LIMBER SHALL EE KILN DRIED (KD) CR SURFACE DRIED (6D) EACH PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LOSER NSPECTION BUREAU (WCUB) OR WESTERN WOOD PRODUCTS ASSOCIATION (WPA) SIOWNG GRADE MAR: OR APPROVED EQUAL OTHER MATERIALS SHALL BE A5 5140114 BELOW: MEMBER SPECIES Fb (PSI) FV (PBU 2x 1 3x STUDS 2x JOISTS 4-REM FIR 4 HEM FIR 4 DOUGLAS FIR 4 DOWLAS FIR 'I DCGLAS FIR 'I DCGLOS FIR 850 860 WO WO 1350 1200 80 80 ISO 80 M0 11O 4x HEADERS 4x COLONS 6x HEADER!, 6x COLUMNS ALL EXPOSED STMICIURAL MATERIALS OR MATERIAL 14 CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED (SEE SECTION 1.1). 10 CARPENTRY 1.1 ROUGH CARPENTRY ALL 2x FRAMING LUMBER SHALL BE DOJGLAS FIR 4 FOR STUDS AND NISI -FIR Al FOR PLATES OR AS SUM ON THE DRAMS OR BELOW. ALL 2' RISER SHALL SE KILN DRIED (KO) OR WAGE DRIED (80) EACH PIECE CF LOSER SHALL BEAR THE STAMP Of THE (LEST COAST LOSER INSPECTION BUREAU (WCLIB) OR WESTERN WOOD PRODUCTS ASSOCIATION WA) SHOONG GRADE MARK OR APPROVED EQAL OTHER MATERIALS SHALL BE AS SHOWN BEL000 MEMBER SFECFS Fb (P81) FV (P61) 2x 13x STUDS 4-HEM FR 860 80 2x JOISTS 41 HEM FIR 860 80 4x HEADERS 4 DOUSLAS FIR W0 180 4x COLUMNS 4 D/WW(A FIR 800 180 6x HEADERS M DO OLAS FIR 1350 110 6x COLUMNS 4 DOUGLAB FIR 1200 110 ALL EXPOSED STRUCTURAL MATERIALS OR MATERIAL N CONTACT WITH CONCRETE SHALL EE PRESSURE TREATED (SEE SECTION 1.1). 12 CARPB4tRY HARDWARE A BOLTS SHALL BE ADM A-301. B. WASHERS SHALL BE STANDARD CUT LASERS OR MAI 1 FAR F IRON LASERS. C. ALL NAILS SHALL EE COMMON WIFE NAILS OR EQUIVALENT FNBf1ATICALLY DRIVEN NAILS (P-NAILS), AERICAN OR CAN4DIAN MANFACRRER QLY AS UCICATED BELOW P-NAILS SHALL BE INSTALLED PER riff MANFAC11RER'i GUIDELNES. COMMON WIRE NAIL PIELPIATC NAIL MNMM NAIL LENGTH NAL APPLICATION 16d COMMON 0.1621 P-NAIL 3-1/2' FRAM 10d COTTON 0.148' P-NAIL 3' FRAMNG 8d COMMON 0.131' P-NAIL 3' FRAMING 10d COMMON 0148' P-NAIL 2-1/2' SNEATNIG 8d COMMON 0J31' P-NAIL 2-10' SHEATHS* D. LAG SCREE, SHEAR PLATES - SEE BC. E *CHORD AC COIECTORS SHALL BE 5PFSCN, LISP, OR OTHER ICBO APPROVED. F. HL4ROWAR£ EXPOSED TO WEATHER OR TO VEU SHALL BE GALVANZED OR PROTECTED WITH OTHER APPROVED LENS OF CORROSION PROTECTION. HARDWARE AD FASTEERS N CONTACT WITH PRESSURE TREATED MATERIALS SHALL BE POST HOT -DIPPED GALVANIZED TO A G-185 RATIO. THE HARDWARE AND FASTENER MANFAC111RERS SHALL VEP FT COMPATIBILITY 61114 flE PROM TREATED MATERIALS USED ON SITE 13 MAIM-1 NAM - PER 206 BC TABLE 2304101 ON SEET SU 1A MICNOR BOLTS PER IBC SECTIOt4 230831 ALL FOUCATION PLATES OR SILLS SHALL BE BOLTED TO CONCRETE OR MA50MiY WITH MEW O' OR 5B' NOMINAL DIA'EIER ANCIHOR BOLTS E'BEDDED AT LEAST l' AND SPACED NOT MORE THAW 6 FEET ON CENTER HERE SHALL BE A MMIMM OF TWO BOLTS PER PIECE WIT+ ONE BOLT LOCA1ED NOT MORE THAN Q NCES OR LESS THAN 4 NCH OF EACH END OF EACH PIECE N SEISMIC DESIGN CATEGORIES D, E 1 F, A MNMM OF N NCH DIAMETER BOLTS WTH 353*V4' PLATE WASHERS IS REQUIRED. 5/8 INCH DIAMETER ACHOR BOLTS ARE REQUIRIED N SEISMIC DESIGN CATEGORIES E 1 F. SEE SWARM L TABLE FOR ADDITIONAL BFOR IATIOK 15 PLYWOOD/05B SEATHIG EACH SW SHALL BEAR THE TRADEMARK Of TFE AMERICAN PLYWOOD ASSOC/AMR. ALL GROW AND NSTALLATION SHALL CQFOR1 TO MOST CURRENT VERSION OF P52 FOR o68. um THICOE56 AND NAILIG AS SNOW ON THE DRAWLCGS. SHEATH,* SHALL HOVE EXPO&JK RATNG AS APPROPRIATE PER THE CONTRACTOR'S CONSTRCTICN MD MATTER CONDITIONS SPECFED BY CONTRACTOR EXCEPT A8 OTHERWISE SHOW OR NOTED, PROVIDE 8d AT 6' CM CENTER • SUPPORTED PANEL EDGES AND 8d AT Q' ON CENTER ON OTHER SUPPORTNG MEMO* FOR WALLS AD ROOFS. FOR ROOTS, USE THE SAME SPACING PATTERN AS STATED FOR WALLS OR ROOF EXCEPT USE ION NAILS. NOTE: EQUNALENT RATED FEYI000D MAY BE USED N LIEU OF OSB CALLED OUT. ALL THICKNESS AND GRADIG SHALL COFOR1 TO PSI OR P82. SHEATHIG SHALL HAVE E RPOSUF£ RA116 AS APPROPRIATE KR THE CONTRACTOR'S CONSTRICTION AND BEADIER COCITIONS SPECIFIED BY CONTRACTOR FLOOR DIAPHRAGM: 3/4' MID (PANEL ILEX • 48/24), WIN 10d NAILS OR 131' DIA P-NAILS AT 6' OD AT SUPPORTED PAEL EDGES AND AT Q' 0C. AT FIELD TYPICAL I LEGS NOTED OTIa11SE ON PLAN. MERE REQUIRED, LSE PLY -CLIPS WALLED PER MANFACUMAER'S GUIDELIES AND APA GUIDELIEB. lb MANFACT RED TIMBER BEAMS A GLULAMNATED TIMER BEAMS (GLU.AM BEAMS) ALL STRUCTURAL GLUE -LAMINATED MEER MATERIALS, MANFACTIFE AND QUALITY CONTROL SHALL BE N COFORMRCE WITH VOLUNTARY PRODUCT STANDARD P556 'STRUC1UiAL GLUE LAMINATED TIMER', AND ALL MISERS SHALL SE MARKED WITH A Qi4LITT MARK DEFEO. ALL PLY LAYOUTS SHALL EE PER PA 56. CABERS ARE AS SHOWN ON THE DRAWINGS. ALL reams SHALL BE EITHER COMBINATION 24F-V4 (SIMPLE SPA) OR 24F-V8 (CANTILEVERED OR CONTNIOS SPAN) AS APPLICABLE ALL MEMBERS SHALL BE ARCIITEC1RAL APPEARANCE AND SHALL BE GLUED WEN WATERPROOF ADHESIVE PERPA56. D18-03 1.1 PRESER1AtIVE 1WATMENT ALL EXPOSED FRAMING LUMBER PLYWOOD AND DECK MATERIALS SHALL ISE PRE561RE 11iE4TED WT4 250/CP FEMAGILORD ecl PER AIPA SPECFIG4TI01 P-5 OR OVER AFFIRMED TREATMENT. ALL OUTING AND BORN* PRESSURE AREA SHALL BE CARED FOR N ACCORDANCE WITH AIIPA SPECIFICATION M-4. CONTRACTOR SHALL VERIFY COMPATEL11Y BE1US41HE PRPS''1 C TREATMENT AND ANY IARDIMRE OR FASTENERS N CONTACT WV THE FTP't''1RE TREATED MATERIAL(5). 40 SPECIAL ISFECIIO& (NOT REQUIRED) no I119CELLAiEC8 VERIFY ALL DEMOS AND COMMONS PRIOR TO FROCEDNG. PROVIDE ERECTION BRACING AS TEGESS*V IMIL PBZWINE NT SUPPORT AND STFNE56 ARE WTALLED. FSFR t0 ARCHITECTURAL FLANS FOR WALL OPENNG, ARC HITECTIR4L TREATMENT AND DU85IR45 NDT SNOW REFER TO ItQANICAL AID ELECTRICAL PLATS FOR SIZE AND LOCATION OF ALL OFB/GS FOR DUCTS, PIPES, COCUTS, ETC. NOT SHOW TABLE 2304E1 PARSING SCIEDILE BOOR DESCPoPTICN O BLDG ELEMENTS I NEEER 1 TYPE OG FASTENER I 5PAG11* 1 LOCATION 22. JOST TO SILL, TOP PLATE, OR (3) 8d COMMON (2-V2k0J31') -OR- (3) 350131' NALS TOENAIL ROOF GIRDER l BLKG BETWEEN CEILING JOISTS, RAFTERS OR TRUSSES TO TOP E OR 01HfR FRAMNG BELOW (3)-8d COMMON (2-V25101317 EACH END, TOENAIL 23. RIM JOIST, BAND JOIST, OR BLKG TO TOP PLATE, SILL CR OTHER FRAMNG BELOW 8d COMM (2-V15:01317 -OR- 6' OC. TOD4NL 34D131' NALS BLKG SHIN RAFTERS OR TRUSS NOT AT THE WALL TOP IS TO RAPIER CR TRIES (2) 8d COTTON (2-V25.IDJ317 (2) 3510131' NAILS EACH END. TOENAIL Sid (2) Sid LOTION (2-14k01317 FACE NAL 24. Nr6' SIEROOR CR LESS TO EACH (2)16d COMICS (3-V25.0162') (3) 350J31' HAILS DO NAL 25. 1' SIEROOR TO JOIST OR GIRDER (2)16d COTTON (3-V250162') FACE NAL 26. 2' FLAWS (2)16d COMMON (3-V2501629 FACE NAL FLAT BLKG TO TRUSS A10 IIEB FILLER 16d COINON (3-V250162') (3) 350131' NAILS FACE NAL (FLANK *BEAM - FLOOR 1 ROOF) 35O131' N41Lb 24' OC. BOTTOM FACE NAIL At MOP 1 STAGGERED LN OPPOSITE(3) SIDES 2. CELNG JOISTS TO TOPE (3J 8d GAMMON (2-V2'x0131') -OR- EACH JOIST, TOENAIL 21. BUILT-IP GIRDERS 4 BEANS, 35t0131' KALS 2' LIMBER LAYERS 3. CELNG JOIST 1401 ATTACHED TO (3)16d COTTON (3-V2510162') -OR- (4) 3k0131' NALB FACE NAL (3/ 3510131' N41L5 -CR- (3) 3' IAGGA STAPLES, 1/16' CROWN Q' OC FACE NAL Q7 PARALLEL RAFTER LAPS OVER PARTITIONS (NO BRUSH) (SEE SEC 2308.131 TABLE 2308.13D 28. LEDGER STRIP Si:PORTIG JOISTS OR RAFTERS (3)16d carom(3-V2k0J62') -OR- EACH JOIST OR RAFTER FACE NAL (4) 350131' NAILS 4. CELIG JOIST ATTACHED TO FACE NAL 29. JOIST f0 BAND JOIST OR RIM J0157 (3)16d COMMON (3-VIk0161') END NAIL PARALLEL RAFTER (FEEL -OR- (4) 350J31' NAILS PER TABLE 2300131 JOT) (SEE SEC 2301131, TABLE 2306.LGJ) 30.BRIDGNG OR BLKG 70 JOIST, RAFTER OR muss (2) 8d COMMON (2-V2k0J31') -OR- EACH ETC, TOENAIL (2) 350J31' N41L5 5. Co I AR TE TO RAFTER (3)10d COMMON (350148') -OR- (4) awn? NAILS PACE NAIL EDGES (NOES) INTERMEDIATE SUPPORTS (HONES) 6. RAFTER OR RO-f 1R56 TO TOPE (SEE SEC 2308.15, (3)-10d COMICS (3k0148') TOENAL C 3L 3/8' - VY Ed SOX OR DEFORMED 6 12 (2-V2k0J13') (ROOF) (4) 3510131' NALS TABLE 2308.15) 32. IS/32' - 3/4' 8d COMMON (2-05101319 6 12 1. ROOF RAFTERS t0 RIDGE VALLEY OR HP RAFTERS* OR ROOF RAFTER TO 2' RIDGE BEAM (2)-16d COMM (3-100J62') RCNAL 33. VW - 1 V4' Bd 021104 (350148' 6 12 (3) 350J3l' NAILS -OR- 8d DEFORMED (2-VI501317 (3)-I1N 001MON (3-VI50148') TONAL !COD STRUCTURAL PAELS, C013N4tI04 &FLOOR UCERLAYNENt t0 FRAMING (4) 350131' NAILS 36.3/4' AC LESS 8d COTTON (2-VPx0J31') 6 YNLL 31. 1/8' - I• ON 8d COMM(2-V2k0J31' -OR- 6 Q 8. STUD TO STUD sot AT BRACED WALL PANELS) 16d COMMON (3-V2k0162') 24' 0C. FACE NAIL 8d DEFORMED (2-V250131') 350131 NAILS 16' OC. FACE NAIL 38. I VIP - I V4' 10d COMM(35.0148' -OR- 6 Q S. 6110 TO STUD 1 ABEAM% STUDS 1Gd CO ION (3-1/250162') 16' O.C. FACE NAIL 8d DEFOR'ED (2-V250J31') AT MERBECTICN WALL CORNERS PALE. SONG TO FRAMING (AT BRACED (WALL PANEL(5) 350131 NAILS 12' OC. FACE NAL 38. V2' OR LESS bd CORROSION -RESISTANT SDNG 6d CORROSION -RESISTANT CASNG (2500E' 6 12 10. EULT-LP HEADER (2' TO 2' HEADER) 16d COMMON (3-V2510J62') K' OC. EACH EDGE, FACE NAIL A. CONTMLO)S READER TO STUD (4) 8d CONCH (2-V250131') TOB4AL Q. TOP PLATE TO TOP PLATE 1641 COMM (3-V250162') 16' OC. FACE HAIL �. 5/13'(2-V2k01B') 8d CORROSION -RESISTANT CANNG 6 Q 35G0J31' NAILS 12'0C. FACE NAIL B. TOP PLATE TO TOP PLATE, AT END JOINTS (8)16d COMMON (3-V251OJ62') -OR- EA SIDE OF BC JOINT, FADE HALL 24' LAP SPLICE LENGTH EACH SIDE OF BD JOT) ' CC. A.-r :;C' BUILCD!. (Q) 350J31' NAILS H. BOTTOM PLATE TO JOIST, RIM JOST, BAD JOIST OR BLKG MOT AT BRACED WALL PANELS) 16d COMMON (3-V2501627 16' O0. FACE NAL 350131' HAILS Q' OC. FACE NAL S. BOTROi PLATE TO JOT, RIM JOIST, BASIC JOISTS OR BLKG AT BRACED WALL PANELS (2)16d COMMON (3-V2510J62') -OR- 16' OC. FACE NAL (4) 35.0J31' NAILS K. STD 70 TOP OR BOTTOM PLATE (4) 8d 02-tI014 (2-V250131') -OR- TOENAIL (4) 35103' NAILS (2)16d COMMON (3-105r0162') -OR- END NAL (3) 350131' NAILS IT. TOP OR BOTTOM PLATE STIR 12116d COIM'CN (3-Vtk0J627 -OR- DO NAIL CR PE (3) 350131' NAILS S. TOP PLATES, LAPS AT CORERS (2)16d COMMON (3-V250162') -OR- FACBIAL (3) 35013' N41L5 AND NTERSECTI05 TA 1' BRACE TO EACH STD AND PLATE (218d COITION (2-V250DI'1-0R- FACENAL (2) 3k0J31' NAILS 20. I5(6' SHEATHING TO EACH SEARING (2) 8d CONCH (2-1/250131') FACEAIL (3) 8d COTON (2-V250J31') FACEH4IL 21. I58 AND RIDER SFEATHIG TO EACH BEAM* o 1 ` 2Ci8 F / Tukwila G DIVISION RECEIVED Y OF TUKWILA SIP262818 RMIT CENTER co m LA 0 Bp 0) 0 C I FOR: TITLE: HOLIDAY PARKS, INC HOLADA Y PARKS OFFICE TI 4600 S 134TH PL 4600 S 134TH PL TUKWILA, WA 98168 TUKWILA, WA 98168 J -- RESPONSIVE • ACCURATE • THOROUGH 2538335557 (0) 253833.730.9 (Fl 3605 CSTREETN.E: AUBURN. WA-.98002 www.bclenet L888.1315557 (77 STRUCTURAL CONSULTING • SEISMIC HAZARD ASSESSMENT • ACCIDENT INVESTIGATION • EXPERT WIT • • RESTORATION DESIGN DUE DILIGENCE • CAUSE & ORIGIN IS GAx3k1' PLATE UY (4)-410 LOW TOP TRACK SPLICE PARTIAL PLAN • TOP OF TOP TRACK • CORER INTERSECTION CORNER STUDS SHALL BE ATTACHED CONTINJOUSLY (1) STUD MN • INTERIOR NON-SIEARU4LL6, (2) BALK -TO -BACK STUDS • EXTERIOR WALL AND AT SIEARUALLS TYPICAL WALL SIEATHII• INTERIOR 1 EXTERIOR WILE STUDS • EN) OF WALL UV 90 WREN • Q' 0G STUDS TO STUD (TIP/ WALL STEAMING TYPICAL WALL STUD CORNER DETAIL S12 NTS STUDS PER FUN EOT TRACK PER FLANS (I)•410 SCREW TILT TRACK TO EA STUD CONCRETE EDGE 4' MN 2' MN (I)-'10 SCREW THEE TRACK TO EA81UD•EAFLMYaE 2' MIN TO AB • EXTERIOR 3' MAX EIIVER SIDE OF STUD 2-V4' TO C OF DRILLED ADHESIVE AB • EXTERIOR EXTERIOR FACE CF COC • EXTERIOR U14L1. CCONDRIONS SECTION A A • BOT TRACK TO LONC DRILLED HOLE SIZE FER MAR RECa EDAT101L4, CLEAN CUT HOLE PRIOR TO NSTALLNG AB FER MR REOIIREPENTB. STUDS FER PLAN TRACK FER PLAN ATTACH HOEDOWN TO DEL SIUDS • END OF SHEAR WALL (WERE OCCURS) PARt1AL FLAN /5\ TYPICAL EXT FND TRACK ATTACHMENT NTS WERE PMEL EDGE 18 NOT SUPPORTED BY FR4 1PG MEMBER PROVIDE 3' x 2CGA (33 m11) MNR1M CONTINUOS HOW FLAT STRAP BLOCKEE AT PANEL EDGE A / PANEL EDGE FAS FER SILL s-snr F PANEL EDGE HORIZONTAL FLAT -4\ STRAP @ BLKG PNL EDGE HOLDGIN CALLOW FER PLAN ALFdmhw1 SFf fl* SWAN DASHED WEARIALL CALLOUT FER FLAN EDGE SCREWS PER SILL TABLE • OUTSIDE BONDARY STUD (COMECTED TO IIOLDCUN) SCREE • ADDRIONAL MUMS) • FELD SPACNG • R' O.C. 3/8 MN V4' MN TO WALL STUD SHEARIDALL BOUNDARY COPNECTION IBM MAX GAP BEN SHE 3/8' MN V4' MN AEUTTNG PANEL EDGES SHEARWALL SCHEDULE O O O O tau TYPE EDGEfELD b SCREW SPAM '0 SCREW T41E1 STUD TO STUD 90 SCREW /MU 5 GA BOTTOM TRACK ME RD TO RIM c{.PONENTV 00 SCREW not RUM TRACK TO IS GA TOP TRACK V2 • WE I HD Me • RE SIFATHNG TRACK (ALT POP/AL-125 POLDER-ALUTED FASTERS) 20 GA S GA / w \ 532' FLYUIOOD (BLOCKED) 672' • PILO 8' OD. U' OC. U' OL. D' OL. 24' Or, OS' OLJ / 1 \ 5/32' PLYWOOD (BLOCKED) 4'A2' • FED 5' OL. 6' Or, 6' OD 6' CO Vi' OC (10' OL) / 3 1\ 5/32' PLYWOOD (BLOCKED) 3' V' • RID 4' OL 6' OL 6' OD 6' OL. I2' Of, (8' OW D18-0307 NOTES: L ALL FASTENER SPACNGS ABOVE ARE BASED ON IS GAUGE TOP 4 BOTTOM TRACK 2. SWIM PLACED PARALLEL AND CONTNICUS FROM BOTTOM TRACK TO TOP TRACK IS COIWDEf7ED BLOCKED (ALL EDGES FALLWG ON FRAME MB'®EF5). F PLACED HORZQITAL, ALL JONTS flEI BE BLOCKED UIH FLAT STRAP , STUD OR TRACK BLOCKM PER DETAIL 4I612. 3. TYPICALLY PROVIDE A MNIM I CF BACK-TO-BACK DOELE SODS AT ENDS OF SLEARIL4L.LS. BACK-TO-BACK STUDS SHALL BE FASTENED TOGETIER UV (2)-'10 SCREWS • 12' Or, STAGGERED (EQIIV TO PANEL EDGE SPACNG). 4. Al I nI6R F SFEARU4LL CAPACITE511SED ABOVE ARE BASED ON LATEST ANSI SHEARWALL DESIGN GUIDE 4 CURRENT IBC. 5. INLE55 °TVERI$5E SHOWY TOP MD BOTTOM TRAGIC SHALL HAVE A Meth DESIGN THCI ESS CF 0043 NOES AND SHALL BE A51M A653 GRADE 33. FRAMNG SLR315 (TRACKS 10 STUDS) SHALL BE A MNMM N0. m x 5/8' WSFFR LEAD SELF MILLI . PLYWOOD SCREE SHALL BE A MNFI1I NO. m x 1' SELF DRILL I . 6. TYPICALLY, F NO 14OLDCANS OCCR AT It DO CF A SEAWALL, USE A VP DIRE1ER AB WTHN nay aD WALL STUDS (CONCRETE EDGE DISTANCE SHALL BE 2-V29. SEE DETAIL 5/512. 1. NOTE COUMI © INDICATE5 FOUDATION TRACK PAMPER RECLIRBEEMS. Me SHALL BE W' D W'ETER W/ 4' MN COCRETE BEER Y PROVIDE (U AB WITHIN 3' OF ECM 5 'r PER DETAIL 5612 WM4 ADDRIONAL ABe ACED EEEEEN STUD BAYS TO MET NET WAGEWAGERECLINED PER • © PL (IE. AT 16' OD SPACING PROVIDE (U AB AT EACH STUD. (2) 00 SCREWS • 24' OL. STAGGERED (' ODEON) THRI TIGER ELATE TO TRACK (TYP) PANEL EDGE NALNG TO TIMBER PLATE TO MATCH 8W TABLE LANG 01360-V2 P-NAILS PANEL EDGE SCREE THEN RID TO TRACK FER SVLTABLE Q SW SHTG & TIMBER TOP PLATE ATTACHMENT MS BOTTOM TRACK 114R1 FLOOR 5 EATHNG TO ni TRACK/JOST RIM JOSIELOLKNG i0 TOP PLATE/TRAM • TO renal TRACK TIMER RIM JOIST, BLKG, OR BEAM PANEL EDGE RUST BE BLOCKED CONI NIE FWD SIEAIHNG TO TOP CF RIM (TP) SEE DETAIL lj7 ABOVE TYPICAL FASTENERS @ FLOOR NTS BOTTOM TRACK TO CONCRETE 61RCTURAL MEANIE PANE. (LONG DIMENSION PARALLEL TO WALL STUDS) I . :ve 1 ICT L" 2018 City of Tukwila BUILDING DIVISION TO BoTTOM TRACK RECEIVED CITY OF TUKWILA SEP 26 2018 PERMIT CENTER 0 TYPICAL FASTENERS @ FOUNDATION NIS St ariatee . '. m 0 c • TITLE: HOLAAA Y PARKS OFFICE TI 4600 S 134TH PL TUKWILA, WA 98168 FOR: HOLIDAY PARKS, INC 4600 S 134TH PL TUKWILA, WA 98168 RESPONSIVE • ACCURATE • THOROUGH 253. R23.5557 (0) 253.833.7309 (F) 3605 C STREET N.E. AUBURN. WA_98002 www.bcie.net t.8883355557 (T) DESIGNED BY: JB DRAWN BY; CC CHECKED BY TO APPROVED BY JB m O o SHEET S1.2 JOB NO. 18085 • STRUCTURAL CONSULTING EXPERT WITNESS • ACCIDENT INVESTIGATION • DUE DILIGE • O a cm tC 0 5EE SW TABLE 1 DETAILS 04 512 FOR ADD'L 1*0 (W 3505162-43 NALL PER FLAN (N) V214x4' EMI3ED ABe • 48' OC. -OR- F'DPI1-208FS6 POILER-ACTUATED FANNERS • 16' OC. - TYP 1N0 FOR EOT TRACK (E) 8' STRICT GONG 50G 4' EMEED J (N) LIGHT GAUGE BRG WALL OVER (E) SOG 520 NTS SEE 5W TABLE 4 DETAILS ON 812 FOR ADDY- WO (N) 4x4 (PT) 4F'2 POST SELQU GCS. PER PLAN UP SIYPSON AEA44 P0ST EASES - ISE 1/2'1x4' EMEED 81MFSON T1184 HD CONC AB. IN) 424 (PT) IFR P0ST BELOW as. —> PER PLAN W/ SIMIPSON 413A44 POST BASER - USE V21Ix4' BIRD SIMPS0N 11TEN Fb LONC ABe (E) 8 STRICT Cat ECG 4' EMEED < STOP NT BOGAKTI-INE WALLS • POSTS WHERE OCCURS FER PLATS (N) 3508162 33 STUD8 UY'10 SCRIBDI TOPOSTS•R'0C.STACCAED POSTS 0 (E) SOG NTS D18-0307 FOUNDATION NOTES L /'" \ DENOTES SIU TYPE, SEE TIE SW TABLE ON SHEET 512. NDICAIEB SW LOCATILTL THE CALL -CUTS GN 1 E SW TABLE APPLY TO THE ENTIRE UQL LINE INDICATED PER NOTE 2. 2. INDICATES SIEARIL4LLS ABOVE SEE SFEARU8LL TABLE ON SHEET SU FOR ANCICR BOLT AND 51LL PLATE REQUIREMENTS. 3. (N) NIERIOR %ARNG WALLS 4 S4EARUM-L03 SHALL BE CONSTRICTED OVER (E) SOG PER DETAILS ON SHEET 3/540. 4. CONTRACTOR IS RESPONSIBLE FOR DETER1NFP6MRFTNG TOP OF WALL IEIGHTS AM SLAB ON GRADE ELEVATIQS. SERE DPENSIONS ARE SHUN ON BE S1R1C11RAL PLANS, THE CONTRACTOR SHALL VERFT COMPATIBILITY OWE AS -BUILT COFvm046 4 NOTIFY THE ENGINEER F SUCH DISCREPANCIES EWE', FOR CLARIRCATIOK 5. LEE NCN-IMPACT ROTARY DRLLS FOR NSTALLNG ABe N (E) CONCRETE 6. TAUU • TOP CF SIENUALL -- TAP. • TOP CF FOOING -- TAB • TOP OF SLAB 1. SEE GEIERAL STRUCTURAL NOTES ON 810, NJ 4 512 FOR ADDInaNAL I FORNATI0f1 (E) CONC TILT -LP PANELS (TTP WO) (E) 8' fEPFORCED CQIC SOG (E) FOUNDATION/(N) INT WALL/SW PLAN SCALE: 1/8' = I'-0' SEE SLEET 930 FOR COLU?LR7ST SCHEDULE SEE SHEET 530 FOR LIGHT GAUGE W4LL SCHEDULE CC: • .,.._) OCT 17 2818 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NIP 262018 PERMIT CENTER e' 0 2f �' ,➢ #d'p tie t . .� p YM CO C c TITLE: HOLADAY PARKS OFFICE TI 4600 S 134TH PL TUKWILA, WA 98168 FOR: HOLIDAY PARKS, INC 4600 S 134TH PL TUKWILA, WA 98168 ST1G. [NEE] O U h O m ro i C 0 L CHECKED BY: To APPROVED BY: JB 1 O o v l JOB NO. 18085 STRUCTURAL CONSULTING • ACCIDENT INVESTIGATION • 3 k • • COLUMN/POST SCHEDULE 4x4 I.F'2 UV 51MPSCN ABA44 POST BASES 4 511P804 ECGO/CC03-4 POST CAPS 4x41F 2 LV SIMPSON ABA44 POST BASE 4 SMP604 ECCO/CC05 4 POST CAPS BEAM/HEADER SCHEDULE (N) 3-I/$x12 GUS (FF) - SEE DETAL I0/S40 NOT USED (W (2) I-V2-VIx9-V415E LSL ET/ 1W SIMPSON WC28-2 MAX/ SEE DETAIL 4/540 (N) 3-I/8x10-I/2 GUS (FR - SEE DETAIL 8/540 (W 5-V8xR GLB (f) - SEE PETAL 6/540 M) 5505162-43 BOX UDR - SEE DETAIL 2/831 1 SIFT S4J JOIST SCHEDULE (JI > (W 14' TJI/360.16' OC. uV SEVEN 1U8231M HRYPER/ \r' / M)14' TJI/230 • lb' OC. WV SIMflPSCN u15231M WINGERS M114' TA/0 . 16' O.C. UV SFIPSQI 1U52.06M IN4NY•ER8 O > (W 14' TJI/11E . 16' 0C. WV SIMPSON KEIS1/I4 H MM 0014' TJII11V . 16' OC WV 5MP5504 KBISVI4 HNGER3 l"_J (W I-V2x9-1/4 (LSE) L5L • K' 0L. IW SMPSON LU5210 HANGERS - SEE DETAIL 5/540 �J3 LIGHT GAUGE WALL SCHEDULE MARK TYPE 511D5 TRACKS SCREW NOTES NON-BEARWG 3505E5-30. 16' OC. 350E25-30 16 TEK SEE TTP DETALS ON 842 BEARING 3506162.43 • 16' OL. 350725-43 '10 MK SEE TM DETALS 04 542 SHEAR WALL/REARM 3508162-43 • 16' 0 350TI25-43 •B TER SEE 8W TABLE 4 PETALS 04 512 4 TYP DETAILS ON 642 SEAR WALL 3505162-43 • S' OL. 350T125-43 •I0 TEK SEE SW TABLE 4 DETAILS ON SU 4 TYP DETAILS CH 542 NOTES: I. SEE PI.M5 FOR WALL LOCATIONS 4 TYPICAL NOTES 2. SEE TYPICAL DETAILS ON MEET 812, 541 4 $42 FOR STUD -STUD, STUD -TRACK 4 TRAGIC -Cat CONECTICNS. 3. SEE GENERAL STRUCTURAL NOTES ON 810 4 811 FOR ADDITIONAL. IFORTATION FLOOR FRAMING NOTES TYPICAL FLOOR JOISTS SHALL BE AS NOTED PER 13 E FLANS OH RIIS SHEET. TIE COMPOSITE JOIST AND BEAM MANFACTIITER SHALL BE RESPONSIBLE FOR ALL JOIST AND BEAM HANGERS (SEE PLANS FOR ANY SPECFIC CALL-OUTS1, WEB STD, SOLID BLOCKKG, AND ADDITIONAL RM OR JOIST TO ACCO IMODATE FLUSH -FINED CONDITIONS, CANTILEVERED CONDITIONS, CONCENTRATED WARM LOADS AND HALM RICH 61EA ULM I S AEON AND BELCUL 2. THE PE. FLOOR JOISTS MANFAC1LRER SHALL VERPT BEARING COMPATIBILITY (CR1$414) WITH THE PLATE MATERIAL 3. PLACE LONG DIRECTION OF ALL PLYWOOD SHEETS FERPENDICULAR TO 1R $SRAFTER OR JOIST DIRECTLOK SEE PETAL V540. TYPICAL FASTENERS AT FLOOR AND ROOF DIAPHRAGMS B PROVIDED N THE GENERAL STRCTURAL NOTES ON SHEET SU, WO PER PLANS 4 DETAILS. 4. ® DENOTES THE 6IFAEw I TYPE, SEE TIE SFEARUALL TABLE CN SHEET 5L2. INDICATES SEARIWLL LOCATION THE CALL -OUTS CH TIE SHEARIWLL TABLE APPLY TO THE ENTIRE WALL LINE THAT TIE IDICATED SEAWALL 16 LOCATED. PROVIDE ILES BLOCKNS N FLOOR BELOW PERPENDICLAR SIEAFWIALLS. FOR TYPICAL CORER CONDITIONS AT SEARIL8LLS SEE 6/512. 5. WHERE CC POertE JOISTS AND BENS ARE USED AS DRAG STRUTS THE MWIFACTI#R SHALL PROVIDE THE FRAMING MEMOS WITH TE CAPACITY CALLED OUT ON TE PLANS. SEE DETAIL 1/531 FOR TYPICAL STRAP COMECTIONS BETEL N DRAG STRUTS AND SFARM) 16. 81 NDICATES STRAP TURC FER HORIZ JOISTREA I DRAG STRAP TABLE ON 53.1. 6. FF. • FLUSH -FRAMED BENT. VERFY FLUSH OR DRCPFEP BEAM CONDTTI04 FER ARCHITECT. 1. ALL HEADERS SWILL BE 5505162-43 BOX HEADERS FER DETAIL 2/53.1 AND SHEET 541 BEAMS PERPENDICULAR SHALL BE SUPPORTED, AT MN, BY (2) STUDS BELOW BEAK I'ULTFLE REARM STUDS CALLED OUT ON UPPER LEVELS SHOULD BE COWERED TO FOINDATIO4 OR BEAM BELOW UNLESS NOTED OTHERWISE AND IralligitAlLagalaKS SEE SHEETS $4) 41342 FOR AD011104 UL NFORUTION 8. LSL INDICATES 13E 4 ALL OTTER LSL. INDICATE LIE TI BERiTRAND MEMBERS. FSL MUTES 20E PARALLOT MINER GM INDICATES 24FV4 DCW-FIR GLULAM BEAM. GUI -LAM POSTS SHALL BE 24F-V8 DOIUG-RR S. ALL RIMS SHALL BE I-3/4x14 LSL I3E TR BERS1RND MTB'BER3 MO PER THE PLANS. 0. SEE CIVIL AND ARCH1EC11RAL PLANS FOR TOP OF WALL (EIGHTS AND SLAB ON GRADE ELEVATIONS. SEE ARCHITECTURAL PLANS FOR DM@SIOS. WERE Dt'ENSIONS ARE SHOWN OHNE STRUCTURAL FLANS, CONTRACTOR SHALL VERIFY COMPATBLITT IW ARONIECIIRAL FLANS. IMRE DISCREPANCY EXISTS, CONTRACTOR SHALL NOTFY BOTH THE DOWER AND ARCHITECT FOR CLARFICATI01 IL WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIDES CF WINDOW WINDOW SUPPLIER TO VERIFY MINIM 00544 STORY DRFT TOLERANCE N PLANE CF ALL WNW* AND ALLOW FAR U240 DETECTION (PERPENDICULAR) AT WINDOU MILLIONS. U. SEE GENERAL STRCIURAL NOTES CN SID 4 SIU FOR ADDTONAL IFOR1AT104. TYP PO518 • SWe ALIGN (J2 W/ SW FOR DRAG 5 (AXIAL • 1000be) (N) 5151RAPS • ENDS CF TYP (3) IRCe_a (W BOX NDRs (AS 814C04 ^) - TTP (I)F.Ce PER DTL I/83J (WELT -UP D18-0307 ulDow (E) STEEL COUP* - (E) COD COLUR' e - TYP INO D j V CONC TILT -UP PANELS ELS (TYP UH_\ 1 1 540 n (N) 2ND FLOOR SEISMIC PLAN SCALE: V8' • 1'-0' 51 ALL (W Sub ARE ERG W4 LL5 (W0) SEE FRAME PLAN FOR BAL CF INFO DRAG STRAP PER TABLE 4 DETAIL 1/53J ALICd4 © WV SW FOR • STRUT (AXIAL • I000be) TTP • SW SW CORERS ALY34 DRAG 8 5M• 5W T NT ALIG4 ( WV SW FOR D��G STR T (AXIAL • 1000be) ITN CONIR TO VERFT ALL SCREW: USED ARE SELF -DRUM FOR WOOD-LS I GAGE 4 ALL • SPACER' LS*M)S TO PROVIDE RLL PENETRATION TWIN WOOD 4 (3) THREADS MN THNI LIGHT GAUGE UV SW FOR (AXIAL • I,000be) (N) 3/4' NG F1LO SHTG WV 013bc-V2 P444L8 . 6' 0L. RI- EDGES 4 D' OC. FED M BLKG ROD) - ea DR 1,60 (N) TILT -UP WINDOW (N) STAIRS PER STAR PLANS ON 532 (E) STAIR FRM1N - NO WORK (E) STEEL CCLUMS - TYP LNO (E) CONC COLU148 - TMWO N • •` ••\• • (W STAIRS PER STAR FLANS ON 532 (E) Cat TILT -UP \\: \ \ • \• • • - vz PANELS (TYP IND) 511 (N) LOAD BRIG LIGHT GUNGE WALLS (AS SHOW u•••1 PER LIGHT GAUGE WALL 8C$EDLLE • ICT1^204 City of Tukwila BUILDING DIVISION (N) 2ND FLOOR FRAMING PLAN SCALE: I/8' • I'-0' SEE SEISMIC PLAN FOR BAL OF MO CONIR 10 VERFY ALL SCREWS USED AIR SELF -DRILLING FOR WOCO-LIGHT GAUGE 4 ALL • SIFFICIE NT LENGTHS TO PROVIDE PAL PENETRATION THRU WOCD 4 (3) THREADS MN TNi 1 LIGHT GAUGE RECEIVED CITY OF TUKWILA SNP 26 2018 PERMIT CENTER I et cA o, tr. 1 c e IL TUKW/LAJWA 98168 TUKW/LA WA 98168 RESPONSIVE • ACCURATE • THOROUGH 253.83Y5557 (0) 2538337309 (F) 3605 C STREET N.E. AUBURN, WA. 98002 www.bcienet L888.3355557(D DESIGNED 8Y ./8 DRAWN BY CC n o cl k APPROVED BY JB m k0 O o SHEET S3.0 985 • STRUCTURAL CONSULTING Z • ACCIDENT INVESTIGATION • 4.1 • • PROVIDE 90 SCREW TIRJ TRACK III) IIE13 T1RJ STFFBER 3305Q5-33 3/4' CUT STFBER UEB 1 BEND S5' AS SHOUN DO NOT LET BENT TAB TOUCH BEAM STUD LIPS FOR SaEAK CONTROL (2)-00 SCNEIIS • IV 0G (I) PER FLANGE CRIPPLE STUD TRACK CUT 4 MID WEB FOR CCMI • JAMB PROVIDE (2) NTE ICR STIREPER6 (I) EA SIDE • ISOLATED LOCATIONS CF CONCENTRATED LOAD (IA @rl CF COL) SEE FLAN FOR CALLOUTS a,•/ I V4' r ALTERNATE SINGLE STIFFENER JN LIEU OF DOUBLE STIFFENERS 0 (1) LOCATION BOX BM/HDR 53J NTS D18-0307 IMEFLICEILAIINELSE2111 BEAM OR TR118 TRACK SEE DETAIL 3/542 FOR TRACK SPLICE OPTION* TRACK HANGER CRC -SRAM STF$Ei ATTACH W/ 90 ECRuIB TIRI EA BEAM UEB TO FLANGE AND (6)-90 SOROS ATTACH,* UFB OF STFBER TO ILES CF KNG STUDS. 90 SCRELIS na SEATHNG to EA BEARING 4 KM STIR •0'OD. MN. PALL HT K,* STUD eEARMG STUDS PER BEAM TABLE, SEE FLAN FOR ADDITIONAL SW CALLOUTS HORIZ JOIST/BEAM DRAG STRAP TABLE MARK STRAP TYPE MAR F NO OF WP915/ FASIBERS EA END TO IS GA MN 13U46, OR BM NO OF BCFEU51FR1 WOOD E TO TOP TRACK NO OF NAILS TIR) t0 TI'3ER FRIG MEMBERS DETAILS LOAD (7 51 SIPSCN CMS B10 (4) 40 (4) '0x1-5/S (S)-0J48 AB 52 SPP80N COW (105 (51-00 (5) 010x1-54 (II)-0.148 AB 53 (2)9IP8CN CSK a N 3410 (10)-•0 (10) 90x1-5113 (22)-0145 AB 54 SNF80N CMSTCK 4000 (V)-' (Q) 90dd-5/8 (21)-0J48 AB 55 SIPSON CMSTCI6 4585 (4)-10 (14) 90xl-5/8 (32)-0J48 AB SitStF5CN DSC4-5D53 4235 (20)-SD5V4x3 (40) TOT/+L (20)-5D5V4x3 (40) TOTAL N/A C NOTES L STRAPS 51441 BE ,STALLED FER 11E M IFACTI#R5 SFECFICATIC446. (CATALOG C-CF-2011 • STEEL, CATALOG C-C-2011 • WOOD). 2. FRAMING r 3113ERS ALL STEEL FRAMING MEMBERS SWILL BE A MNF1I1 CF IS GA MATERIAL (A653 S6 GRADE 33 5TEEU. THIS MULES ALL BLOCKNG, BEAMS, AID TRACKS INC THE 61RAP5 ARE CONECIED TO. U O DRAG STRUT CONNECTION JOINING TRUSS OR GIRDER TRUSS TO SW PER PLAN INDICATES HORIZ STRAP APPLICATION TYPICALLY J0NN* A BEAM TO A IU4LI. OR BEAM TO BEAM AS NOTED PER FLAN OPTION TO USE AS SPLICE FER BEAM OR TRUSS 3442 FOR MEC) 40 STRAPS 0 TYPICAL WALL TO BEAM STRAP LOCATIONS PER PLAN e PLACE STROP ON TOP Cf WALL PRIOR TO FLACPG BEAT metier TT 17 2070 City of Tukwila BUILDING DIVISION 3' MN (TYF) STRAP PER PLAN BEAM OR TRUSS TO WALL RECEIVED CITY OF TUKWILA JOIST/BEAM DRAG STRAP TABLE sEP262818 NTS PERMIT CENTER TITLE: HOLADAY PARKS OFFICE TI 4600 S 134TH PL TUKWILA, WA 98168 FOR: HOLIDAY PARKS, INC 4600 S I34TH PL TUKWILA, WA 98168 RESPONSIVE • ACCURATE • THOROUGH 253.833.5557 (al 2538337309 (F) 3605CSTREET &E. AUBURN, WA. .98002 www.bcie.nef L8883355557IT) m SI J Om DRA WN BY CC CHECKED BY TO m a 0 '2m an L4 o oo SHEET S3.1 985 • DUE DILIGENCE • RESTORATION DESIGN • CAUSE & ORIGIN (E) 6' COt TILT -IF PANEL (N) ¥ 6 •0x3A6 S■ 4' DEED (N) 5R'h4' B'EED SRP80N WEN ID COW AB WI 3x3x1/4 E WASHER (N) OFE FO 6' OPEN16s EQ EQ ECI EQ • IL R EQ 11'M-0��' (CIV Z 1'-101/2' (CTV)I (N) OPENING 0 2ND FLOOR 532 NTS D18-0307 (E)6'Tt1$aPANEL FER AS-EUILTS OU 14565xax3A6 UY 0V 5R'Ac4' DEED MINION TIIENHDOat A&ASSPUN - T'P (7) FLC• OO 111-04x4'-0' OP9466 FER ARCH (E)1HId®FD TILT -LP PANEL COLS EA END OF (E) TILT -UP PANEL O4) 3508K1-43 ER3 WALL MID -SPAN OF STRIMER5 EQ NORTH STAIR FRAMING PLAN SCMI r: V4' = 1'-0' SEE 3412 FLOOR FRAMNG FLAN ON SHEET S30 FOR ADM 1FO OD 14553x3x3A6' - TYP (2) PL4 04) CQx30 MI FOR (N) STRINGERS EED-3 (E) WC LAMING W (E) db30 • PERI'ETE2 2-(E) CQx30 • CTR (E) CQx30 51RPYMS (WO) tW WELDS • MINER JOINTS (-13 14 0 (E) CONC RCS (INO) SOUTH STAIR FRAMING PLAN SCALE: V4' • I'-0' SEE 342 FLOOR FRAM FLAN ON SHEET 530 FOR ADM WO (N) 35084.2-43 ERG WALL PER PLAN 3-04) bQ HP4 HELD-dlt 51ORER81W (N) bb 1FR STFFEER6 • IA: - NAIL tW 0.1463 P-NAILS • Q' 0L.115 S1AGCfRED Fie rc OCT 172:1a City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SIP 26 261B PERMIT CENTER / oe�. 1 •a� m' o - TITLE: HOLADAY PARKS OFFICE Ti 4600 S 134TH PL TUKWILA, WA 98168 FOR: HOLIDAY PARKS, INC 4600 S 134TH PL TUKWILA, WA 98168 RESPONSIVE • ACCURATE • THOROUGH 2538335557(01 253833.7309 (F) 3605 C STREET N.E. AUBURN WA. 98002 www.bcie.net 1.888.335.5557(7) DESIGNED BY: JB DRAWN BY• CC CHECKED BY.: To APPROVED BY.: JB co F b o0 SHEET S3.2 985 STRUCTURAL CONSULTING • ACCIDENT INVESTIGATION • gcC rO, W • 144 V! • CAUSE & ORIGIN Plotted 9/21/2018 6:19 (N) E 3/8'x3'x0'-5' UV HOLE FOR (I) 5/84x5' EMBED SIP'PSON TITER ID CONS AB • CTR ALL SIDES 3A6 2-RV 3598162.43 END STUDS FOR N $ PER PLAN 4 SUN TABLE GO H863x3x3/I6 COL PER PLAN 04) E 3/8505i0-5' UV ROLE FOR (I) 5/8'• AB 2 (N) BM OVER (N) HSS COLUMN 833 NTS D18-0307 8EC110N bB (W COx30 BM PER PLAN oU 3508162-43 LULL PER FLAN (N) E 3A35x35e-5' S' (U 5/84 THRN-Bar • STD GAUGE FOR CH4MEL RANG ov SLOPED BRi E FOR 51RNGEO (N) SI'P50N A24Z UV GO Vi• MU -BOLTS 4 VT*2-1/2' DEED SI PSON TITER HD Cat AB• EA STR PER (E) 8' $C (N) 2x12 IP2 PRE-CUT STRINGERS PER PLAN UV GO 2x6 IFR S1RMERS • IA: - NAIL UV 0148x3 P4441L5 • 12' oL. TO STAGGERED (E) OIk30 LANDING B 1 UV (E)CON SL48 • EO Eli NORTH STAIR SECTION (W CDx30 LIDDING EM NTS all CCM TREADS TO MATCH OVER OU STR CTIRAL STEEL PANS TO MATCH (CTY - BY ORERS) PARTIAL PRETR4TION OU CUx30 LAIDNG 1111 PARTIAL PEIETRATION RV MC TREADS TO MATCH OvER (Ill STRUCTURAL STEEL PANS TO MATCH (I:Tv - BY OTRERS) OU CIYx30 WOOER PER PLAN UV RELDED ESTER JOINTS AS SHOW • PARTIAL PEEIR4TION (W 3/4' TO P1D/05B SNUG IW 0136042 P-NAILS • 6' OC. PIL EDGES 1 D'0.C. FN:LD (N)1-3/4x14 LSL RM PER PLAN 4 NOTES 01)14' TJ14 • 16 OZ. PER PLAN (N) 2x4 ERG E TO TOP TRACKS UV SCREWS PER SW TABLE 1 DETAILS ON Sl2 - TYP (3) PLO!. (N) 3503162-43 STUDS • 16' OC. - SEE SHEETS 541 1 542 (N) CIbt30 BM PER FLAN (N) N863x3x3A6 GOWNS PER FLAN SOUTH STAIR SECTION NTS SEE DETAIL V533 FOR BAL Cf IIFO CG. OCT 17'lCu City of Tukwila BUILDING DIVISICN RECEIVED CITY OF TUKWILA SFP262018 PERMIT CENTER r la.♦ a. e `o f tf trs -% "r m m 0 FOR: FILE: HOLIDAY PARKS, INC HOLADA Y PARKS OFFICE TI 4600 S 134TH PL 4600 S 134TH PL TUKWILA, WA 98168 TUKWILA, WA 98168 RESPONSIVE • ACCURATE • THOROUGH 253.8335557 (0) 253.8137309 (F) 3605 CSTREET N:E AUBURN. WA..98002 www.bcie.net 1.888.335.5557(T) DESIGNED BY: JB DRAWN BY: CC m O CZi 1(44 Cl o C 'tm on L4 o 00 R M W cc Car) Q JOB NO. 18085 • STRUCTURAL CONSULTING • • • DUE DILIGENCE CAUSE & ORIGIN SE OIL MD FOR BAL OF WFO SEE SW TABLE 4 DETAILS ON SU FOR ADDL NO 0U TAG 3/4' FSD/088 SIIG WV 0DW-VL P-NAIL$ • b' OC. FNL EDGES 4 Q' OL FIELD i1 00 POSTS FER FLAN (E) Car WALL PEIi FLANS 04) 14 (N)14' TA DRAG STRUT FER FLANS 04) 2x4 E 10 TOP TRACKS (I) 5W'P50N LWP4e • 24' OC. - 3/4' F10/0813 544tG WV 01352-V2 P-NNLS • 6' OL. RL EWES 4 Q' 0C. FELD 81C tW Saab PER SIU TABLE 4 DETAILS TO JON EDI OF (N) DRAG JOIST TO (N)TOP E u, RL EDGE SCREWS $W TABLE PGR / II PER 00 3506162-43 END STUD • POST UV aW 90 SCREWS TO MATO4 PHI. EDGE $ a <, h lW®SW PER FLAN 15W TABLE ON 512 (N) POSTS a (N) SWs %_ ° (N) Ft EDGE SCREWS A (N) 35081/62.43 ERG SAWN FER O PER SW TABLE FOR AIL SW PLAN 4 SW TABLE ON 512 a 04)14' TJ1/210e • 16 0C. PER PLAN W( SIM'SO4 11.15206114 FACE MINTED HANGERS - USE MN OF (4) V4k1-3/4' THEN CONG SCREE.SCREE.• 2' ODMN SFCG N LUJ CIF NAILS TO (E) cot BALL iN1 DRAG JOIST OvER 0U 5W FOR SE GAL DTL 11640OF MO (N)3/4' TKa PWD/OSB WIG IW OJDO-V2 P-NA LS • 6' M. R4. 13 C EDGES 4 12' 0L. MELD 3'0B (N) 3/4' TW FRD/o36 SWIG LLV -V2 P44AILF5 • 6' OL. FNL S t Q' OL. flELD (N) I-V2kQ LSL RIM- 5NPSON A35e RED TeeF PYD I42(RLL-FEKl4IF� • RH RV WI 514TG W/ e7314-V2 R R 01)14' TJI STRUT PIzp P-NAILS • 6' 0C. T45 OF RIM 2-(W DRAG PER FLANS 0V 5-VSxQ Cd.B 0f) PER PLAN W/ (2) 3566162-43 STUDS BELOW FOR _- (N) TJI$ a (E) GONG WALL 3/4' PIC (CCIV) EICW 0U 2x4 NALER3 V 013b0-V2 P-1141L5 • b' OL. TO (N) MAILERS 4 0V ERG E g n!IiPA 00 2x4 MAILERS (GOT) AS SPOON LLV 013WO-W P-NAILS • 6' OL. TO (N) JOIST WEBS ERG BACK-TO-BACK Ft& EDGE SCJES3 PER SW TABLE FOR / II 5W 0U 1x4 B(da E TO TOP TRACKS uu SCRODS PER SW TABLE 4 DETAILS oN SU© Y ==w V FOR: HOLIDAY PARKS, INC 4600 S 134TH PL TUKWILA, WA 98168 00 2x4 ERG E 10 TOP TRACKS 00 350$BRGLAH PLAN 4 SW TABLEW2-43 ONWAL512 FERII (R) (W GLB PER FLAN WV (2) 350SK2-43 $TADS (SACK SCREWS FER SW TABLE 4 DETAILS (N) RL EDGE SCIE116 CN 512 I2 S -TO -SACK) BELOW FOR MCk (N) TJI$ OVER (N) LI 4 JON 3566 62-43 STUDS USING 5GTdiUS • Q' OC. STAGGERED R pp33��77 �aALKE ERG WALL/SW PER SW TABLE FOR W SW (N) 3508162-43 ERG HALVAH PER FLAN 4 SW TABLE ON Sit (E) CONC BALL PER PLANS (N) 3/4' T4G SAG W/ 0U DRAG JOIST 10 SIDE GF M) SW 0401 PREFERRED) © (N) DRAG JOIST CONDITIONS OVER (N) SWs PWD/05B 0DIx2-VJP-44LS•6'OGP11 EDGES 4 Q' OC. FEUD SEE SW FABLE 4 t NV ON Sa FOR ADM NV CN SA TABLE 4 DETAILS ON 512 FOR AWL WO PAFEL EDGE EOWtDART NIE VEDIATE FRAMNG NALNra (FOLD) MISER N41Ma — 1 [•%rt.,.....>... 3CT1"2(i& City W Tukwila BUILCING DIVISION 1 2-00I-V2x5-V4 3' MN LAP RU 3/4' 14 WIG WV F'W0/0843 01360-1/2 • 6' OC. 00 14 P-NAILS PNL 3/4' 1910/056 STG UV EDGES 4 Q' OC. HELD 0B60-V2 P-NAILS • 6' OL. RIL EDGES 4 Q' OL. FIELD LSL B1(ff) UV 5W5GN 14442E-2 (MAX) 4 MN OF (4) V4'xl•3/4 iRE14 Cat SCREWS • 2' OL. MN SPCG 14 LSI CF NAILS r0 fFJ CQJC BALL PB2 Mit _ (W I-V2x4 LEL BLKG - 611P5014 A35e • TABLE 90 0O V2' RV SNUG UV e13WQ-Vt4 • 6' or, TO OF (W 14' Us • Ib' OL. PER PLAN ALIGNED GVER LG $11D8 �• nip ear COT PER 9W •USE P44ALS RIM (W I V2'x14 LSL RM • SWOON MB. SCREE M LIEU OF HAILS TO 350TQ5-43 •• IF �� �, RED DOT PRRD Ng RILL -WW1 TOP TRACKS =• •RIM - • 3'� (N) l4' TJle • S' OC. PER FLAN ALIGNED OVER LG STUDS (W 2x4 ERG E TO TOP 1R4 5 WV FNL EDGE 8O7EUIW PER (N) 2x4 EC E TO TOP TRACKS UV SCREE PER SW TABLE 4 DETAILS SW TABLE FOR ®SW SCREWS PER 8W TABLE 4 DETAILS _ Epums-- ESIIISSIMAIlk \iiSW ' fNL EDGE 9CIEUK TABLE FOR ®SW FER ON $ 2 ON SU RU 3508162-43 BFYx UW.LRIIII PER (N) 350aS2-43 PLAN BIC W14LL/SW PER 4 SW 1ABLE ON 612 (N) TJI$ OVER (N) LIGHT GAUGE SRC WALL/SW FLAN 4 $W TABLE ON 81i (N) TJI$ OVER (N) LIGHT GAUGEBRG WALL/SW (N) LSL Ells a (E) GONG WALL O Flputiini013WO-V2 MII © (E) BTOREFRONI CLAZNG - N2I • BM (N) 3/4' 14 F11DA7E 6141G WV P-NAIL$ • 6' OC. FtL0U 4 Q' OL. FIELD 3/4' TAG PIID/088 9NIG UV,EDCfB / EDGES 41 P-0C F • 6' OG FNL--EDCfS 4 Q' OC. FEI.D N ice, 4 Imo% t PROVIDE APA APPROVED GLUE NAIL ALL PIuD/08B TO FRAI1NG T ET'EER PER THE C£ERAL NOTES 4 AND FRAHM NOTES. 2. STAGGER WEANING NAILS • PANEL EDGE OFFSETS. 3. RENSTALL PWD/0°.�8 U$NGs 10d NAILS PLACED BETWEEN TIE (E) N KWD FOR COGINAL CONSTRUCTION CITY OF TUKWILA SEP 26 2018 PERMIT CENTER m 7z.; iii (N)14' TJb • W' 0C, FER PLAN EA SIDE OF GLB WV ILU4GER4 PER PLAN (14)I PLAN UV FLAMERS PER PLMIPER 00 GLB RP) PER TJIs e (N) GLB (FF) 00GLB(ff)FERFLAN () O(N PWD/OSB SHEATHING LAYOUT (TYP) 10 ff s u • DSZIEL AXIAL LOAD TABLES AND STUD TABLES A5611'E THAT RIGID WALL COVERWAS ARE ATTACHED TO BOTH FACES CF EACH STUD FOR LATERAL SUPPORT of STUD RANGES. PURIM CONSTRUCTION, AID FOR SFECFIC AFPLICA1I075 (FURRED WALLS, UNSHEATHED WALLS, ETCJ, LOADS MAY SE APPLED LLk1H0UT PROPER FLAME BRACE* STUD BRIDGING PROVIDES FLAYS SUPPORT TO THE 511D 80 LOADS CAN EE APPLIED. TYPICALLY, AT LEAST 5O% OF THE AXIAL LOAD CAPACITY OF THE STUD CM BE ACHIEVED THROUGH THE USE CF HORIZONTAL MIXING AT A MAXIMUM VERTICAL SPACIt CF 4'-0' 0C. N A STUD TWILL ADDITION4L ROWS OF BRIDGING ARE REQUIRED FOR OTTER CASES. STUD BRDGN* MAT BE PROVIDED THROUGH ANY CF 11-E THREE METH0DS SHOE BELOIU USE I -VA' x 16 GAME CRC TYPICALLY. O STADARD PUNCHDUT AT 2'-0' OD •10 eon* - G' PM HEAD (4) TOTAL 25056TUD IIEB LESS Vt' SAME GAGE AS STUD 112' CRC - COLD ROLLED CWTNESTADARD P1fY.HCId L AT 4'-0' OC. 1— AT m4 OL. VERTICALLY21-0' •• NOTE TWAT CRC MAY BE PLACED EITHER FLANGE U' OR RAYS DOM 25056111, IIES LESS VY SAKE GAGE AS STUD 112'CRC - COLD ROLLED CH ANEL AT 4'-0' 0.C. VERTICALLY SCREW AITACIED BRIDGING O4AIIEL IV WALE O HELD ATTACHED BPoDGIIG CHANEL UV AGLE O STANDARD FWGIOUT AT 2'-0' OC. 1 V2' CRC - cow ROLLED CHAIEL AT 4'-0' 0C. VERTICALLY WELD ATTACHED BRDGM CHIAIEL NOTE: STUD AND JOIST TABLE-6 ASSUME THAT 8O114 FLAMES ARE BUPPCRTED BT RIGID MATERIALS TO RESIST FLAME BICKLN* DUO* CONSTRUCTION, AND FOR SFECFIC APPLICATICS (FIRED WALLS, CELIGB, LPSEATED WALLS, ETW, LOADS MAY NOT BE APPLIED WiHOUT PROPER BRACES. BRIDGING PROVIDES RANGE EFFORT SO THAT LOADS CAN BE APPLIED. CC'FfE66I0N FLAMES MIST BE BRACED BY A RIGID MATERIAL OR BY BRIDGING OR BRACING AS 614OI14. NOTE: FOR ATTACHMENT aF CRC TO STUD NOT SHOW } EIS) ($E OtE OF THE METHODS A B OR c ABOVE 6 MAX, FOR STUDS GREATER THAN 6' USE OPTBlLY 48' 0C. 48' OC. STUD / TRACK BILKG PLACED A9 FSEOD AT EA END OF WALL FOR PA EL LESS 11LW 241-0' LONG OTHERWISE PROVIDE ADDMCNAL eve • MD LENGT4 OF ULALL AND • 0C. MAX WALL STUDS PERMED SURFACE NOTE: SC STRAP NOT RE(4'D • MUD FLANGE I1V SEATHN* 48'OC. � 48' OC. OPTIOKOCRC OFTION0) PLAT STRAP 4 ELKO 149r. i1/WERE Holm STRAP 011 IS USED N LIEU OF r BHEATHNG, Nom BRACING IS 1TP SPACED • 48' OC. VERT PLACE CH BIDE IWO SHEATHS* I W' x 20 *A CONK UV 90 SCREW TO EA SW 100.3'OC. TO JUG % SCREW MN FASTENERS SWILL BE PLACED • 2' OD FIN TO ALL FRAME* MEMERS • SHEATHED LOCATIONS 48 OZ. 48' OG OPTION G) COMBINATION (6FEATHN* (U SIDE 4 FLAT STRAP (U SIDE) 3 STANDARD STUD BRIDGING / STUD & JOIST BRACING 54.1 NTS BOX BEMs HANGER REQUIREMENTS BEAM DEPTH MN RAMER THICKNESS HANGER LENGTH • OF SOEWS TWO HANGER IIES TO SIFPORTIG METERS • OF SCREWS TIRI HANGER FLAMES TO EA BEAM WEB MAX REACTION 18 GA (43 MIL) MAX REACTION EIS GA (54 MIL) 6' 43 MIL 4-V2' 6 4 150O 2000 • ALL HOER MATERIAL SWILL BE A MNMP154MIL (16GA) THICKNESS UNO1 GALVANIZEDs F9•5O wl STEEL- * SUPPORTS* FETBER(5) SHALL BE IBGA MN TRACK HANGER OPTIC! • e00 S I�o2-54 (54 M4 MN) BOX BEAM HANGERS NTS 114I0I0E56 (MIS) FLANGE YAM SECTION STYLE TES DEPTH SECTION IDENTIFICATION - EXAMPLES EXAFLE SECTION DESIGNATOR MB'TBER DEPTH STYLE FLAYS WIDTH MATERIAL TUOOE88 6006162-43 600 • 6' 6 • STD 162 • 1-5/8' -43 • S GA 6O0TQ5-33 600 • 6' T • TRACK 05 • I.1/4' -33 • 20 GA 4O0B162-54 400 • 4' S • STD 162 • 1-5/8' -54 • 16 GA 40O1125.43 400 • 4' T • TRACK Q5 • 144' -43 • S GA far part Id•nUncatlon cods pr SETA 51W DEPRI 250 • 2500' • 242' 350 • 3500' • 3-V2' 362 • 3625' • 3-5/8' 4OO . 4t0 ' • 4' 550 •5300' • 5-V2' 600 . 6000' • 6' 800 • WD00' • 8' STYLE 5 • STUD T•/RACC U • GRAVEL F • FURRING FLANGE WIDTH Q5 • 1250' • I-V4' B1 • 1315' • 1-3/8' 80•L50O'•I-V2' K2 • L625' • I-5/8' 200 • 2000' • 2' 250 • 2500' • 2-1/2' MATERIAL THIOOESS (lull • VI0O0 In) 33 . 33 •is• 0033' • 2O GA 43 . 43 ells • 0043' . lb GA 54 .54 •IN • 0054' • 16 GA 68 . 68 mils / 0t68' • 14 GA S1 . 91 mil. 0031' • 12 GA RANGE WDTH r ST'FFEIER I LIP LENGTH 6/LID DEP 14 — (OUTSIDE) u: STD TRACK LIMNS STUD LIP LTHS SD5 • 0IB8' 6131 • 0315' 6162. 0300' 5200 • 0625' 6250.0b25' 19 RAGE WIDTH TRACC DEPTH (WIDE) L UNCOATED STEEL THIUPE86. 2. MNMM THICIGE68 REPRESENTS 95% OF NE DESIGN THIOQE% At IS ME MINFUI ACCEPTABLE INCOAIED THICKNESS DELIVERED TOTE JOB SITE BASED 04 SECTION A34 OF TIE P356 AM CODE. 3. GAGE MATERIAL SHALL BE FORMED FROM GALVANIZED A51M A6531453M (SO GILLUM,, GRADE 33 STEEL FOR B, 21, 33, AND 43 MIL (25, 22, 20, AND 18 GA) THICIQESSE5t AD GRADE 50 CLASS I STEEL FOR 54, 68, AID 91 MIL (S, IA AND Q GA) THIO0E56E5t AND COFCR1 TO THE LATEST REVISION OF ASTM A924/A9241. 4. ALL DESGNATION6 AE PER WM4 • SSMA STUD DESIGNATION NT5 C _ . ^CT1F2C City of Tukwila BUILDING DIVISICN I RECEIVED CITY OF TUKWILA see 262011 PERMIT CENTER :`,ate m aa+ O*• sm r e o 22 c C ♦ 4 TITLE: HOLADA Y PARKS OFFICE TI 4600 S 134TH PL TUKWILA, WA 98168 FOR: HOLIDAY PARKS, INC 4600 S 134TH PL TUKWILA, WA 98168 RESPONSIVE • ACCURATE • THOROUGH 253.8335557 (0) 253833730.9 (F) 3605 CSTREET NE. AUBURN WA_98002 www.bcie.net i.888.3355557 (77 DESIGNED B17 JB DRAWN BY CC CHECKED BY TO m c a ¢m =' tib O o SHEET S4.1 JOB NO. 18085 1/4 O V • s • w crLu • ACCIDENT INVESTIGATION • SHADED AREA INDICATES IEGAa35U4' TOP E SPLICE O (10)-"t SOREM EA SIDE OF SPLICE SPLICE OVER TIMBER PLATE OPTION PANEL TO PANEL xarr aP V'c PROVDE IS GAd I/J'x 14'EASIDE OPTRACK PROM TRACK FLANGE TO TRACK FLANGE ABUTTING BOTTOM TRACKS (NO SPLICE FiECUIRED) SHADED AREA INDICATES TOP TRACK SPLICE t USE ICGAx3514' ISGA x 3' x 14' STRAP W) SAME SCREE 4 SPACNG A5 FOR ADJACENT PANEL END TRACK SPLICE STUDS (80-043 SCREW EA SIDE OF SPLICE OIALL PANEL SPLICE LOCATION TOP CF WALL TRACK (2}90 SCREWS • 24' 0C. (YP • ALL BACK-TO-BACK STUDS, UNOJ (2)-V SOR£UB • 2 OL. (TYP • HCLDCUN CONDITIONS PER 5008, UNO) F S4EATNNG PANEL EDGE OCCURS AT WALL PANS SPLICE NOT Fes) THEN ATTACH BACK-TO-BACK STUDS AT WALL SPLICE WV (2)-110 SCREWS AT TIE FOLLOWED SPACK 8' oC. AT P2 SFEARU4LL, 10' OC. AT P3 SVEARIALL, 2' 0C. AT P4 SHEARUN.L, K' OC. AT P6 AND G448 41fAmAti a, 18' OD • G46 N4EAR?IIIAI U AND 24' 0C, AT ALL OTHER WALLS, LINO. TYPICALLY PANEL TO PANEL SPLICE • TOP TRACK UEB SPLICE • TOP TRACK RANGES TRACK FASTENER PER PLAN (U MN WAN 2' CF END CF EACH PIECE TYPICAL TOP OF WALL TRACK (3)-V SCiBU EA SIDE CF SPLICE EA FLANGE corral TRACK RANGE SPLICE (W MAX) UNERE 1301101 TRACK FLANGE SPLICE S GREATER THAN OR EQUAL TO THE SIEATHNG PANEL EDGE FASTENER SPACRIG, PROVIDE I-VAI8 GA STRAP x (SPLICE ' a) WV (2)-'10 SCREWS EA END TYPICAL WALL TOP TRACK SPLICE NTS D18-0307 ENDOW JAMB STUD '10 SCREW EA SIDE • TRACK TO STUD COMECTOR OHM SILL TRACK (3)-V SCREWS THi1 UEB CF CCNECTOR TO MB OF JAMB STUD 3-IR54B GAM-4' STUD CONECTOR OR 35(35C-3' 8 GA CLIP ANGLE aV (3)-410 SCREWS MD EACH LEG JAMB STUD SILL TO JAMB $TUID O INNEOTIOIIc@NECTIO 1 CONY TOP TRACK AND meat PLATE It¢I 1' MAX ALLOWED ALIGN FACE OF TRUSS WV WEB OF STUD x DE4IKdl /RUSS TIMBER E TRACK BEARPYS STUD BELOW TYPICAL ROOF IR156 TO 61UD ALIGN•HIT MOVE OR SW ^� TIMBER PLATE TRACK '/ II BEARING BELOW STUD UE8 It It 2'MAX TYP TYPICAL FLOOR TRIES TO env ALIGM87T 3-V2' MAX OFFSET ALLOWED (2/ TYPICAL FLOOR TRUSS TO STUD ALIGNMENT 542 NTS WIDOW ABOVE RM JOIST OR ELKG • FLOOR ABOVE CCDmON POD • FLOOR ABOVE CONDmCI PROVIDE CRIPPLE STUDS A I BEARING JAMB STUDS ABOVE SHADED AREA NDICATES BLOCKING • LOCATIONS OF LOAD FROM ABATE AS INDICATED ON TIE PLANS. TYPICALLY (271x4 VERTICAL BLKG, TIGHT FIT, BELOW JAMBS AND GIRDER TRUSSES ABOVE. ADDITIONAL STUDS) BELOW MAY OR MAT NOT BE REBUTTED • EXCESSIVE LOAD FROM ABOVE SEE FLANS FOR GAL _ _. __ --- - 811E.;iII I-I-��IT� �I iit FEW - PER PLAN II� 1111 in I I I III I�I -�� • III Sfli .��,I I'' I illlllll.11llllll1i '� r ' 0irrr �\ Hill III iii III III III lIII ii I li.,4,11d\I I TYPN III III ,111 , NOIi iNI B GA TRACK • I CR (DP R OR \ BETTER) TYP • CRIPPLE FEAR 4 SILL OF EXTERIOR WALL OPENINGS. SEE ADJACENT DETAILS BOTTOM TRACK SILL TRAGIC CRIPPLE MID • 24' OC MAX K 814E CUT AS NON TO JAMB - WV!WILL MUDS •24'0C.-CLIP OF TRACK 4 BEND OVER JAMB STUD BRIDGNGVBRACNG DETAIL 3/S4J : SE PLAN AND OR NOTES FOR TYP. SUE, GAUGE, TYPE AND SPEC N' 1 ' City of Tukwila BUILDING DIVISION 0 TYPICAL STEEL STUD EXTERIOR OR INTERIOR LOAD BEARING WALL NTS RECEIVED CITY OF TUKWILA NH) 26 2018 OERMIT CENTER ?et 7 �-� 44 I 0 TITLE: HOLADAY PARKS OFFICE TI 4600 S 134TH PL TUKWILA, WA 98168 FOR: HOLIDAY PARKS, INC 4600 S 134TH PL TUKWILA, WA 98168 RESPONSIVE • ACCURATE • THOROUGH 25 .83Y.5557 (0) 25 ..833.7309 (F) 3605 CSTREET NE. AUBURN WA..95002 www..brie.net I88&335.5557 (Tl DESIGNED BS} ✓B DRAWN BY: CC m v v� APPROVED BY; JB b Oo SHEET S4.2 JOB NO 18085 • SEISMIC HAZARD ASSESSMENT • STRUCTURAL CONSULTING ACCIDENT INVESTIGATION • 4kik •