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Home My WebLink AboutPermit D19-0241 - ZOOMCARE - INTERIOR TENANT IMPROVEMENTZOOMCARE 17250 SOUTHCENTER PKWY 136 019-0241 Parcel No: Address: ��^�vx � Tukwila w~�~� ��n u 8�nx��Uoa Deportment of Community Development Tukwila, Washington 98188 Phone:3V6^u31-367O Inspection Request Line: 206'438'9350 Web site: http://www.TukwilaWA.gov 7888920020 DEVELOPMENT PERMIT Permit Number: O19'0241 17250SOUTHCENT[RPKVVY136 Issue Date: 9/10/2019 Permit Expires On: 3/8/2020 Project Name: Z0VMCARE Address: Contact Person. Name: WIG PROPERTIES LLC-SS 4811 134TH PLSE' BELLEVUE' WA' 98006 TOM BENNETT 118N35ST SUITE 1UO,SEA ||LE, WA, 98103 Contractor: Name: F[RR|5/TURmEYGENCONTRSINC License No: FERRIGCO37NI Lender: Name: ZOOMCARE Address: 1455NVV|RV|NG5T'SUITE 6O0, PORTLAND,OR, 97Z09 Phone: (425)723-7035 Phone: (206) 632-2797 Expiration Date: 5/28/2021 DESCRIPTION OPWORK: INTERIOR TENANT IMPROVEMENT TO INCLUDE WALLS, CEILINGS, DOORS, FINISHES, RESTROOMS AND ASSOCIATED UTILITIES. Project Valuation: $250,000�00 Type ofFire Protection: Sprinklers: YES Fire Alarm� YES Type ofConstruction: ||B Electrical Service Provided by: TUKWILA Fees Collected: $5/002.07 Occupancy per IBC: D Water District: TUKVV|LA 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: VVACZ96-468' WA State Energy Code: 017 2017 2017 2015 Public Works Activities: Channe|badon/5triping: Cu,b[ut/Acceo/5|dewm|k: Fire Loop Hydrant: Flood Control Zone: Hau|inA/OveoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: O Fill: O Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions nflaw and ordinances governing this work will becomplied with, whether specified herein urnot. The granting of this permit does not presume to give authority to violate or cancelthe provisions ofany other state orlocal laws regulating construction urthe performance nfwork. |amauthorized tosign and obtain this development permit and aypeetothe coIdltiof�sattached tothis permit, Signature: Date: Print Name: /��'�� ,^�^,� � . ^~ �' . This permit shall become null and void ifthe work is not commenced within l80days for the date ofissuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDUlONS' 2: Work shall beinstalled inaccordance with the approved construction ducuments,nndanychangesmade during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ aspecial inspection agency and notify the Building Official oftheappuintmentphnrto the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. 5: Afinal report documenting required special inspections and correction ofany discrepancies noted |nthe inspections shall bpsubmitted tnthe Building Official. The final inspection report shall beprepared hythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition pffinal inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City nfTukwila Building Division prior toplacing any concrete. This procedure isinaddition to any requirements for special inspection. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 10: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670), 11: All electrical work shall be inspected and approved under separate permit issued by the City of Tukwila Permit Center. 12: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 14: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 15: 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) 16: 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) 17: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 19: Maintain fire extinguisher coverage throughout. 20: 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) 21: 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) 22: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 23: 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) 24: 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) 25: 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 beless than (l375inch (9.5mm). 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 isorisnot energized. |fanarrow isprovided nspart nfthe exit sign, the construction shall besuch that the arrow direction cannot bereadily changed. (|F[1013.6.l) 26: Exit signs shall beilluminated atall times, Toensure continued illumination for aduration ufnot 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. (|FC1Ol3.63) 27: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of I foot-candle (11lux) and a minimum utany point ofO.1foot-candle (1lux) measured along the path of egress atfloor 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, (|FC10OD.3.5) 31: Fie 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 tofire protection systems shall bedone inaccordance with applicable standards. (|F[9D1.4) 29: Sprinklers shall beinstalled under fixed obstructions over 4feet (l.Zm)wide. (NFPA1]'8.G.63.3) 28: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval nfdrawings prior toinstallation urmodification. New sprinkler systems and all modifications tosprinkler systems involving more than 50heads shall have the written approval ofFactory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal tothe Tukwila Fire Prevention Bureau. Nnsprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 32: AMre alarm system is required for this project. The fire a|ornn system shall meet the requirements of NfP&7Zand City Ordinance #Z437. 34: Maintain fire alarm system audible/visual notification. Add ition/re location of walls or partitions may require relocation and/or addition ofaudible/visual notification devices, (City Ordinance #Z4]7) 33: 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)(|F[9U1J) 35: Anelectrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 36: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth inTable No, 803.I1ofthe International Building Code, 30: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances A24]6and #Z4]7) 37: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 38: These plans were reviewed byInspector 5ll. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(2O6)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438'9350 1700 BU|LDINGF|NAL~* 0301 CONCRETE SLAB I400 FIRE FINAL 0409 FRAMING 0502 L4TH/GYP5UK4BOARD 4046 S!-EPDXY/EXPC0NC 0 0406 SUSPENDED CEILING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov `Bufildin PeriQnit Project No.. . ligation Accepted; pted 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 L3CA' Site Address: 17250 Southcenter Pkwy Tenant Name: ZoomCare King Co Assessor's Tax No.: 7888920020 Suite Number: 136 Floor: 1 PROPERTY -OWNER Name: id ' R! ©perhe 5. 144, Address: tilt/ 134PL S E City: 13,llp✓�,t State: 1�4 Zipl6 CONTA.CTPERSON `-,personreceivingall.proj communication, . Name: Tom Bennett Address: 118 N 35th St, STE 100 City: Seattle State: WA Zip: 98103 Phone: (425) 723-7035 Fax: Email: tomb@ferris-turney.com MURAL ';CONTRACTOR INFORI IA►TION ',:. r' :°::' Company Name: Ferris-Turney General Contractors Address: 118 N 35th ST, STE 100 City: Seattle State: WA Zip: 98103 Phone: (206) 632-2671 Fax: Contr Reg No.: CCFERRIGC037N1 Exp Date: 05/28/2021 Tukwila Business License No.: BUS-0997219 New Tenant: ija Yes ..No ARCHITECT OF RECORD:;: Company Name: TVA Architects Architect Name: Pam Saftler Address: 920 SW 6th Ave, STE 1500 City: Portland State: OR Zip: 97204 Phone: (503) 220-0668 Fax: (503) 225-0803 Email: pams@tvaarchitects;com ENGINEER OF RECORD .:.i.`.:::::; ;:::'•.::`: ` ':. i ;:',: ° ''; ' ...., Company Name: ABHT Structural Engineers Engineer Name: Clinton Ambrose Address: 1640 NW Johnson St City: Portland state: OR Zip: 97209 Phone: (503) 243-6682 Fax: Email: clinton@abht-structural.com LEND.ERBOND.ISSUED,(reguirpd forprojects.$5,000.or.::;` greater Per RCW 19.27.095) Name: ZoomCare Address: 1455 NW Irving St, STE 600 City: Portland State: OR vi Zip: HAApplisationsWonnsApplicanons On LineV.011 Applietlbm\Pennh Application Revised • $.9-1l.docx Revised: Augur' 2.011 bh Page 1 of4 Valuation of Project (contractor's bid price): $ 250,000 Existing Building Valuation: $ 10,000,000 Describe the scope of work (please provide detailed information): Interior tenant improvements at an existing empty retail space in an existing building. New work on interior to include walls, ceilings, doors, finishes, fixtures, restroom and associated utilities. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. gy de 11 Building Aireas In'.SquareFootage Below;: 1,975 1,975 Addition to Structure 0 0 TYPe of Construction Per:' II-B gccaf. pan,ocy per : 2°d:FI 3'd Floo Accessory Structure* .. Attached ranig� Detached Attach Detached .rt Covered 1 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) 0 ''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 Q] No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ® Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.......Yes EJ No If "yes', attach list of materials and storage locations on a separate 84/2"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:IAppllnlienefoms-Applications On Line12011 Applkatiots\Perndt Appliatbn Revised - 6-9-1I.doca Revised. Au0,mt 2011 bb Page 2of4 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 0...Water District #125 0 ...Water Availability Provided c ...T 0 ...Sewer Use Certificate 0 Highline 0—Valley View 0 .. Renton 0 ...Sewer Availability Provided .. Renton 0 Seattle bade System: DI On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Sliibmifted with Application (mark boxes which apply): DI ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond 0.. Insurance Ej Easement(s) Proposed Activities (mark boxes that anttly): 0 —Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance [3 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 -.Total Cut cubic yards 0. Work in Flood Zone 0 ,..Total Fill cubic yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer 0.. Abandon Septic Tank El .. Grease Interceptor 0 ...Cap or Remove Utilities 0.. Curb Cut 0.. Channelization 0 ...Frontage Improvements 0.. Pavement Cut 0.. Trench Excavation Ej ...Traffic Control 0.. Looped Fire Line 0.. Utility Undergrounding 0 ...Backflow Prevention - Fire Protection " 0 Geotechnical Report C3 .. Maintenance Agreement(s) 0...Traffic Impact Analysis EI ...Hold Harmless — (SAO) El ...hold Harmless — (ROW) Irrigation Domestic Water 0 ...Permanent Water Meter Size... O ...Temporary Water Meter Size .. 0 ...Water Only Meter Size............ 10 0 ...Sewer Main Extension Public 0 0 ...Water Main Extension Public El 0 Right-of-way Use - Profit for less than 72 hours 0 .. Right-of-way Use — Potential Disturbance WO # WO # WO # Private 0 Private 0 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) E] ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to, Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City Zip WV‘ppticationfforms-Appliortions On LttitA20 I 1 ApplicrtninstPerritit Application Revised - 11-9-11eloca Revistel, August 201i bI Page 3 of 4 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 ISO days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Or OR A THORIZED AGENT: Signature: Print Name: 4. S Mailing Address: /11 NV Zt V. 11:1Applicsnons \Fonns-Applicanions On Line.101 I ApplicalionoWermit Applinstion Rovised - 8.9-11 -don Revised. Auguss 2011 be Day Telephone: PorHowlexi city Date: 7-292a 523.1'71. 72, ok 172©? State Zip Page 4 of DESCRIPTIONS Per i TRAK Cash Register Receipt City of Tukwila ACCOUNT I QUANTITY I PAID 72.10 D19-0241 Address: 17250 SOUTHCENTER PKWY 136 Apn: 7888920020 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R18768 R000.345.830.00.00 1.00 $70.00 $72.10 Date Paid: Monday, October 07, 2019 Paid By: LEO HUPP Pay Method: CREDIT CARD 056745 Printed: Monday, October 07, 2019 3:05 PM 1 of 1 CRWSYSTEM5 Cash Register Receipt City of Tukwila DESCRIPTIONS ,, F.,...--w- perrrtjtTRAk * ..-tv "--4,.:4 ACCOUNT 1 QUANTITY I PAID 099 , 9702 :ii.: Address: ' S0/'ASCiiiiii, CENTER PKWY 136 ni.;7888920020v-,,20,4,4: ',-;:r47, - ,099„,,73' Credit Card Fee 1 , ..: -' ' ' ' $90.28 Credit Card Fee R000.369.908.00.00 0.00 $90.28 DEVELOPMENT, , $2,867.33 PERMIT FEE R000.322.100.00.00 0.00 $2,842.33 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $25.00 TECHNOLOGY FEE ' ' ' - -t.' - "---t, -1 , " ' ,' ' °:-.4' ' ' - 1 J',-, ",';''Ai±c-,-,(1-'-'%'; ' " ' , s12.2.2 ' TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18484 R000.322.900.04.00 0.00 $142.12 $3,099.73 Date Paid: Wednesday, September 04, 2019 Paid By: LINDSAY MANN Pay Method: CREDIT CARD 004383 Printed: Wednesday, September 04, 2019 12:14 1 of 1 PM CRII /5 Y5 TEM 5 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $1,902.94 D19-0241 Address: 17250 SOUTHCENTER PKWY 136 Apn: 7888920020 $1,902.94 Credit Card Fee $55.43 Credit Card Fee R000 369 908 00.00 0.00 $55.43 DEVELOPMENT $1,847.51 PLAN CHECK FEE R000 345.830 00 00 TOTAL FEES PAID BY RECEIPT: R18207 0.00 $1,847.51 $1,902.94 Date Paid: Monday, July 29, 2019 Paid By: JOHN FIORINI Pay Method: CREDIT CARD 080461 Printed: Monday, July 29, 2019 1:56 PM 1 of 1 SYSTEMS CO TuxwIL4 sTnAKzT 6200 5OUTHCcNTER BLVD 7UxwzLx^ w4 98188 206'433'1870 CITY OF TUKWILA 0017340000802374464500 Date: 18/07/2019 03:05:22 PM CREDIT CARD SALE VISA CARD NUMBER: **********2673 K TnAN AMOUNT: $72.10 APPROVAL [D: 056745 RECORD #: 000 cLcnx ID: x=ndace X z AGREE TO PAY THE ABOVE TOTAL 4MnomT AcC0nozmG TO THE [xno I5sUsn AGREEMENT (m[nc*xmT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 09/04/2019 VISA CARD NUMBER: TRAN AMOUNT: APPROVAL CD: RECORD #: CLERK ID: X 12:13:47 PM CREDIT CARD SALE **********8637 K $3,099.73 004383 000 Rachelle {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 CO TUKWJLu [TRAKIr azoo S0UTV[EmTsx eLvo ToKwzLx' WA 98188 206'433'1870 CITY OF TuKWILA Date: ee/04/2019 12:13:47 PM CREDIT CARD SALE VISA Cxnu Numosn: *********~8637 K TnAN AMOUNT: $]'099.7] APPROVAL [n: 004383 nscono #: 000 CLERK ID: nachelle Thank you! Customer Copy 0TUKWILABRAKIT 6200 5OUTH[ENTEK DLVD TUxWIL«' WA 98188 286-4331870 CITY OF TUKWILA Date: 87/29/I8I9 01:58:81 PM CREDIT [AKo SALE VISA [«Ko NUMBER: **********8636 K TRAN AMOUNT: $1'902.94 APPROVAL [D: 880461 RECORD #: 080 CLERK In: Bill Thank you! Customer Copy 6300 Perm INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION uthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Inspection Request Line (206) 438-9350 Pro' 0-44 Address: 17250-57ohille.9(14er Special Instructions: Ty� Insaecti►n: e Called: Da Date Wanted:11 Requester: ZZ a.m_ p.m. Phone No: A proved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: -Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi9-oata Project: Type of nspectio : Address: /7Z5ae-li- .-Pei3, Date Call : (l Special Instructions: i.i Date Wanted:, p t9 a.m.. p.m.17 . Requester: Phone No' _ „ 3 - ©a' Approved per applicable codes. COMMENTS Corrections required prior to approval. Inspec Date: // Zo1� REINSPECTJON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permi INSPECTION NO. PERMIT NO. CITY OF-TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 2e CA-irC. -Type of n ection: _ Address: 1725b Date Call d: Special Instructions: Date Wanted: , -7 a.m. p.m. 'Requester: Phone No: riApproved per applicable codes. LI Corrections required prior to approval. COMMENTS: n pector: Date: 7 REINSPECTION FEE REQUIRED. Prior to next inspec ion, ee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type Inspection: Address: Date Called: Special tnstructlons: SAS s 43g /367 Date Want ed:� f a.m. p m, ;Requester: Phone No: , pproved per applicable codes. OMMENTS: Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection,ee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: OarteN CeLl'ire.e T a of Inspection: F31..446 Address: l 7256 Smag.efiaetspe pew filaweirlitsti ......... t 3‘, Special Instructions: ��3� a Wanted: JO �� Ei a.m. p.m. Requester: Phone No: Approved per applic COMM des. 0 ections required prior to approval. I n s pector: REINSPECTION FEE REQUIRED. Prior to next inspection; fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ABHT STRUCTURAL ENGINEERS September 23, 2019 Ms. Erin Brouillett, Associate TVA Architects, Inc. 920 SW Sixth Avenue, Suite 1500 Portland, OR 97204 FILE RE: Zoom+Care SOUTHCENTER Tenant Improvement 17100-17250 Southcenter Parkway, Tukwila, WA Dear Erin, 1640 NW Johnson St. Portland, OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structuralcom REVIEWED FOR CODE COMPLIANCE APPROVED OCT 07 2019 City of Tukwila BUILDING DIVISION Attached are structural calculation sheets 1 through 46 dated July 2019, which verify the structural adequacy of the proposed interior non -bearing steel stud framing details as shown on sheets S1.01 and S1.02 dated July 19, 2019 revised September 25, 2019. The design was based on the 2015 International Building Code as amended by the State of Washington. Please call us if you have any questions. Sincerely, Clinton J. Ambrose, P.E., S.E. Principal RECEIVED CITY OF TUKWILA SEP 30 2019 PERMIT CENTER Attachments: Structural calculation sheets 1 through 46 KAProjects\2019 ‘14919 \Zoom Care SOUTHCENTER calcletter 9-23-2019.docx REVISION NO I Project i Job No 1 Client Zoom+Care Southcenter TVA Designed by CA Sheet description AtifiLtert Date Location Tukwila, WA Page of S71.0 5 VEST l rya. 6429e N►1.•.4. S pi F LA- ez.�.�. ABHT STRUCTURAL ENGINEERS /4gT$�'1�t�r2 �ClotJ-/�tA l�fs" M414L Sn g t.�. tc,, "Gi flt1Ulw. 3fi25 (2S- 33 24,G. is " 342 s125- 33 14%°•4• Not1,S; wA(+VS the ,�SSUht Tb bf- S Oivr$41,42 tA)/ '/, W?w iNi u7 cC•5 0'44, F+.t w I ek4Fr °IA'ttik+i4C4 WISJP464 r4#111Ctut ,1 M,J. ,No.L& 5a244x��Z�o�, MN • Project h - Client Designed by Sheet description Date Location Page Job No - of ABHT STRUCTURAL ENGINEERS CL&5 L O,,Cs0 (1 L. FRA-1-114.1(r ✓I 2..$ psr- 2. a psi 5,8 ess- t r (9 JD 1 S1 s'f' T'� i L/3t�o �,•4x pdF -c-tT7 a J ) • ceo 137 3 3 @ /Lo 1/0. c . 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I Z < 151 ABHT STRUCTURAL ENGINEERS 4.3 Job No. Project Client Designed by Sheet description Date -€-lbJ c .u,�6 Location Page of ABHT STRUCTURAL ENGINEERS 1'9/L M f)(t•-/ 4 Ckex I J -Wax- ft- 961 ASS Ll 1,1' s u/Z Z 284. 4 2.8 a x 1.25 = 0• 075 k,u 2 /f00% 7- 0115 0•6*33x'1.s« pfz i r D (ipf7'r 1 ZS - 43 °Du NJ U 00.s . FAI 1 L)-mA-Cij. To . what- min GJ 2 4v o , c. fr) / ,,.)/ (Z.) r.)o 5'' S. 4ly .341 $112 8-4,1 ►r- No.8 ScA6.3 cetc s Xo41`a2 SAS Project Job No. Client Designed by Date Sheet description Location 1 Page of ABHT STRUCTURAL ENGINEERS PeateL 4, AU )ts r Lgp t 2 c is `'dirgar 4D.J R= &fsx i,3�`x tc..�/y 0.8' 1, 4,5.11,, 31.9 w I, wi / 9Z.9' )(. Lis? tc .« 4zy D. non Pitavwe lvo©rrz5 -- 4 18,64 = • , .1. 0,04-ram rt L'oir/i1 vov7.7,7MAt Lrl o /lSt 5i9vit rlalr- o Leapcn. 7_o $517..Iof f►L /�,.I�J.6�..Q 7 Project Client Designed by Sheet description Date De-S I roJ -71 Pi c.hri- Page I Job do of ABHT STRUCTURAL ENGINEERS ©.lam. 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(ao0S)62 v '1 $ /fr 5./2 I^34 etc./ K•11 x2 G,a 41"' o. uxt (z) �. 8 Sc-z cars 1J )E S 6. o '$ i4 2 -5 - S1140 ©k.✓ Job No, Project Client Designed by Sheer description Dale tl Page of P S(Cgvi- t ll trite i 7 A� - ABHT STRUCTURAL ENGINEERS f13Sukipnog!$ 1404. 15L," h't47c A-f'pLy, t,' QL m Ca $'/k �Z (_©Log8)(1-02/$ ,06,3 62`)/7.. l.22w• r-141 ©.4I L Cj (. ©b%)(Iz1)4 ,s'12g) 32y4-r 2100o(Z xI2." 3447 Ca 4aD s I3-7- 43 5iuQ5 =2 4(04 =•x z 2.9dr;14X2r' .11 0ji3Ws 14.8.0 x Vatiert.i 4.08 ;,,q nk ✓ z Z9•(4 ." off✓ k. to � ,_3 aerc..R,©J vab 5 n..VS '. 124-66 # or Sc4-e 5 •41%(I4k cer44) 2,S ListM,J. CZ) r,�c>,2 /> it.64A/5 ,EA- . Srv°, (4) 7't 7A(. . Project Client Designed by Date Location Page Sheet description 7E s ( A uwet-10(1S fi 1- Cu p aalx3 .ok,gI, (f� )21 utcs8 Tin 1 Job No. of Lou nn I Sp/-6 14Mcxgrz. ABHT I STRUCTURAL ENGINEERS ©F S"F vr (AAA ix, A30IE + r 5 f (I f 33/1.) GAB �i� 2.9)1 `� = 21.8 ( �/7,)z ©•t( U. S (.a(DO (167.4.01 3%4 x 2,9 -- "7.10 4-1 7.io,' A4 ut - 322.89 k'" x Z = 45 $ << " } 21. rAciO CAv 2&Qn it pP 5r,reu) 0 gag .r'uzwJ 7D 1r v fl40vfO5 . Ole ✓ 1a Job No. Protect Client 1 l.ocabon Designed by Sheet description Date Page of ABHT STRUCTURAL ENGINEERS fit 41 490 -rof 'MAUL t.i0t.J I-VE.t' -r Pzrr.>J A Li-, Tn hP 5ETIAC pert?J olwL A-4_ tiALL-S — -o" rnAvx 5P R °f- wlntw z SEE REVISED SHEET 41 FOR DESIGN OF 12'-O" MAX. SPAN 5 rsfy P.s/ T) Ile -A Ca4m)u 005-rrurt4L- : 1 4 4 1t7" 02(P3`Y, (tom) , / •Pr - • Z .02.6,$3 4A Ya 1o4 z d.1 -It. -�- et-4 L 5 (• o26 ")(lo )46-ii8) o-(01 304 >o'Z, o o�. tox1Z`" 77Le0 Tx "z 49. G72 /u'4 pit ✓ AA ail 6143 4 34 4 "" ok ✓ V44lvkl = 3.3 . ✓ 26, 4/fr 3(0Z1' t2S -54 ZV.1)ivw Pr�Qlos (1) 3(0VT t25 - S4 coo TO 30-0s -top ac.. S v kW up / Pr- 1E40 /1249 .4 ce-i 7 371)O Amu- w// CZ) <Jo. 8 tcutzvis . pisP 0»Gt.f4 - 12 Project Client Designed by Date Sheet descriOtfOT Job No. I Location 1 _ 1 Page o1 Pt 51(9+J e/}►--t 'Ti -6.Jtsi.o S T L 8 r 7 -t- Pt U S 1,./4 ABHT STRUCTURAL. ENGINEERS /-I5 S G©l • 4../ C 1E49 o04 A55 046 mkt. L Xa&rzi p3 f� 12'4 = 120 • 120 z4 Si .940k.1 ass 3s3+o ti 5��'(�-zg� 261 ooa �• 2.c. (V) ©f SIcPJ BASE. It `1 AJ,utc(444% 'I 3Weic I, e 05C. •0I p.9(. c.u5 w4c . Sc: i r' -T wtt.A2 fru- 44L) a A 12- alma :#pkc4i = .1G.'LA, ?.9L'`/, ©k ✓ 13 Projoct Client Designed by Sheet description Date Location PLSt i f3M FLT111 -r z .q(ok'tx12.1 IDS - C2> 2 A MLT/ 0.9143' Page k.0 a 5, II RPM No of usr %` ABHT STRUCTURAL ENGINEERS 19 A . 2 546 1..l ro (( ) 5L 5 Yzoo 6-p6>4 14 www.hllU.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos, No.: Date: 6/21/2019 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + HAS-E 3/8 Effective embedment depth: he4optt = 2.750 In. (hetpm;r = 2.750 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 i 3/1/2018 Proof: Design method ACI 318-11 / Chem Stand-off installation: eb = 0.000 In. (no stand-off); t = 0.375 tn. Anchor plate: 1„ x lY x t = 6.000 in. x 7.500 in. x 0.375 in.; (Recommended plate thickne:;s: not calculated Profile: Square HSS (AISC); (L x W x T) = 3.000 in. x 3.000 in. x 0.188 in. Base material: uncracked concrete, 3000, fb' = 3,000 psi; h = 4.000 in., Temp, short/long: 32/32 'F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] 8 Loading [lb, 'nib] Z Crd co Input data and results must be checked for agreement with the existing conditions and for plausIbillyl PROFIS Anchor t c) 2003.2009 Hilil AG, FL-9494 Schoen HIIti is a registered Trademark of Hiitl AG, Schoen 15 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 6/21/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3,364 96 96 0 2 3,364 96 96 0 max. concrete compressive strain: 0.53 (5601 max. concrete compressive stress: 2.295 (psi) resulting tension force In (x1y)=(0.000/0.000): 6,728 [lb] resulting compression force In (x/y).(2.739/0.000): 6,728 (lb) 3 Tension load L Y 0 2 Tension Comp(h ion Load N„„ [lb) Capacity $ Nr, (ib) Utilization isN IP kJ, Nn Status Steel Strength* 3,364 3,653 93 OK Bond Strength** 6,728 7,207 94 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 6,728 6,494 104 not recommended • anchor having the highest loading **anchor group (anchors In tension) 3.1 Steel Strength 7 Nu = ESR value refer to ICC-ES ESR-3187 s l'‘, 2 INJ„. ACI 318-11 Table D.4.1.1 Variables Nom [in!) Li. [psi] 0.08 72.500 Calculations Ns, ow 5,620 Results f‘ (ib) 5,620 't) steel 0,650 N„ [114 3,653 Nu. (Ib) 3,364 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Mild AG, FL-9494 Schoen 1-11Iii is a registered Trademark of Milli AG. Schoen 16 www.hilti.us Company: Page: Specifier Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E-Mail: Pro is Anchor 2.7.6 3 6/21/2019 3.2 Bond Strength Nag = AA—&N.40W ectma # ec2.Na )1, ee,Ne cpAa Nbs $ N. a N„, ANa = see ACI 318-11, Part 0.5.5.1, Fig. RD.5.5.1(b) ANao = (2 cm)2 ACI 318-11 Eq. (D-19) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-20) CNa = 10 de .qt" ACI 318-11 Eq. (D-21) 1100 ( 1 y oo.No = , e)s 1.0 ACI 318-11 Eq. (D-23) i + — CN. 1p moo, = 0.7 + 0.3 (9-1L—) 5 1.0 ACI 318-11 Eq. (D-25) CNa ttr ,.Na = MAX(c'c•—is—•"In, ci-42-) 5 1.0 ACI 318-11 Eq, (D-27) • T I" ' it ' de • her ACI 318-11 Eq. (D-22) Variables T ko.uncr IPSi) de [in] her [in., c..mn [in] t 2,261 0.375 2.750 2,261 en,N [in.] eczN [in.] c„, [in.] 0.000 0.000 6.901 Calculations cm, [in.] Awe [in!) ANao 5.352 173.44 114.57 IV Elk's ec2,Na cp,Na 1.000 1.000 1.000 Results N,9 (Ib 4bond NI„[lb) 11,088 0.650 7,207 1.000 ed Na 1.000 No. [lb] 7,325 N(lb) 6,728 Input data end results must be checked for agreement with the existing conditions and to plausibility! PRQF15 Anchor ( c ) 2003-2009 Hilli AG, F1,9494 Schoen is a registered Trademark of HMI AG, Sehaan 17 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 4 6/21/2019 3.3 Concrete Breakout Strength 1 ANC Ncbg =(A cp )Wac.NWed.NWc.NW.NNb NCbp 2 Nua ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANcp = 9 h,if Wec,N = (1+1 2eN 51.0 Wed,N=0.7+0.3 t 1.Shef amin)51.0 Yr cp.N = MAX(ca,min 1hef) s 1.0 c c cac Nb = kC �, a h;i5 Variables he, (in.) 2.750 ACI 318-11 Eq. (0-4) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (0-12) ACI 318-11 Eq. (0-6) ect.N [in.] ec2N [in.] C..mm [in.] W c.N 0.000 0,000 p 1.000 cac [in.] kc }. a 6.901 24 1.000 Calculations ANC [In.21 113.44 Results Nth, [lb] 9,991 fc [psi] 3,000 ANco [in.2) W .Ct N W .cz.N W .c.N W Ca.n Nb [Ib] 68.06 1.000 1.000 1.000 1.000 5,995 44 concrete 0.650 Nona [lb] 6,494 N1a [lb] 6,728 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROMS Anchor ( c ) 2003.2009 Hil1i AG, FL.9494 Schaan Hillis a registered Trademark of Hill; AG, Schaan 18 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 5 6/21/2019 4 Shear Toad Load V„a [lb] Capacity + Vn [lb] Utilization (iv = V„a/+ Vn Status Steel Strength* 96 2,022 5 OK Steel failure (with lever army N/A N/A N/A N/A Pryout Strength (Concrete Breakout 192 13,988 2 OK Strength controls)" Concrete edge failure in direction `" N/A N/A N/A N/A " anchor having the highest loading ""anchor group (relevant anchors) 4.1 Steel Strength V. = (0.6 Amy futa) d Veteel V„a refer to ICC-ES ESR-3187 ACI 318-11 Table D.4.1.1 Variables Ase.v [in.2] fut. [Psi] (0.6 Au.v fwa) [lb] 0.08 72,500 3,370 Calculations V. (lb] 3,370 Results V. (lb] 3,370 + steer $ Vsa (lb) V„e (lb] 0.600 2,022 96 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp9 ` kcp R:To) W ec.N 4' ed,N tN c.N 41 cp,N Nb 1 Vcp Vim ANG see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANce W ec.N tV ed,N lI cp.N Nb =9hL {1 2 eN 5 1.0 `1 + 3 her = 0.7 + 0.3 ( Gamin \ 5 1.0 `1.5hefJ = MAX\C_min 1.5her\ S 1.0 �Cec cac =G).aNrchei5 ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (0-5) ACI 318-11 Eq, (0-8) ACI 318-11 Eq. (0-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kcp her [in,] eca.N (in.) eC2.N [in.] 2 2.750 0.000 0.000 4f G.N cae (in.] kc ?.. 1.000 6.901 24 1.000 Calculations Arvc [in•2] ANce [in?) w act Ix ‘If ec2,N 113.44 68.06 1.000 1,000 Results Vepg [lb] f concrete 4 Vcp9 [lb] V. [lb] 19,982 0.700 13,988 192 Ca,min [in.] ao (, (psi] 3,000 W ed,N W cp,M Nb [lb] 1.000 1.000 5,995 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 20012009 Hiltl AG, F!41494 Schwan HIIti Is registered Trademark of Hrlti AG, Schoen 19 www.hitti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No,: Date: Profis Anchor 2.7.6 6 6/21/2019 5 Combined tension and shear Toads yN fly C Utilization 6Nv I%j Status 1.036 0.047 1.000 91 OK I3NV' (FIN + 1.2 <= 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Andhar calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based an the assumptions explained above. The proof if the rigid base plate assumption's valid Is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The (D factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilt' adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening does not meet the design criteria! Input data end results must be chocked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c )2003.2009 Hilt] AG, FL-9494 Schaen Hllli is e regielered Trademark of Nilti AG, Schaan 20 www.hilthus Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Ancho 7 6/21/2019 2.7.6 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 3.000 x 3.000 x 0.188 in. Hole diameter in the fixture: di = 0.438 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed alr cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit 3.000 Cleaning Anchor type and diameter: HIT-HY 200 + HAS-E 3/8 Installation torque: 180.000 in,lb Hole diameter in the base material: 0.438 In. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush y 3.000 Setting • Dispenser including cassette and mixer • Torque wrench 2 0 0 0 0 0 3.000 3.000 Coordinates Anchor In. Anchor x 1 0.000 -2.750 2 0.000 2.750 c.‘ c.y Input data and results must be checked for agreement with the existing conditions and for plausIbilityl PROFIS Anchor c 2003-2009 HiIli AG, FL-9494 Schoen ht is a registered Trademark of Hilti AG, Schaan 21 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 8 6/21/2019 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product, The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by HiIN on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor c ) 2003-Z009 Hitti AG, FL-9494 Schaan Hilo is a registered Trademark. of Hifi AG, Schaaf, Nonstructural (S Section Properties Table Notes 1. The centerline bend radius is based on inside corner radii shown in the steel thickness table on page 5. 2. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI S100 Section A7.2. 3. Tabulated gross properties are based on the full-unreduced cross section of the studs away from punchouts. 4. For deflection calculations, use the effective moment of inertia, 5. Allowable moment is the lesser of Mal and M.,. Stud distortional buckling is based on an assumed Kcp = O. 6. See page 5 for additional table notes. __, Sycy011 ...°14199 _ in icknos* (In)) Fy fkin ‘"---' Area PI W Ight e (lhtft) Gross Properties tx Sx Rx 00 (hi') (In) ly (OM Ry (In) Ise (In') E Sze (111) e rile Mad Vag (lb) Vanet (lb) Jx1000 (In') , . Torsional Properties Cw Xo m Ro (in') (in) (In) (In) Lu (In) 1625125-18 0.0188 33 0.080 0,27 0.038 0.046 0.686 0.016 0.447 0.034 0.031 0.61 0.65 302 100 0.009 0.009 -1.029 0.594 1.315 0.388 29.0 1625125-27 0.0283 33 0.120 0.41 0.056 0.068 0.682 0,023 0443 0.055 0.053 1.05 1.14 494 106 0.032 0.013 -1,017 0.587 1.302 0.390 29.1 1625125-30 0.0312 33 0.131 0.45 0.061 0.075 0.681 0.026 0.441 0.060 0.060 1,19 1.29 543 106 0.043 0.014 •1.014 0.585 1.298 0.390 29.2 1625125-33 0.0346 33 0.145 0.49 0.067 0,083 0.679 0,028 0.440 0.066 0.069 1.37 1.48 601 105 0.058 0.016 -1.010 0.583 1.294 0.391 29,2 2505125-18 0.0188 33 0.097 0.33 0.099 0.079 1.014 0.019 0.439 0.089 0.059 1.17 1.03 258 196 0.011 0.023 -0.904 0.543 1.427 0.599 29.0 2505125-27 0.0283 33 0.144 0,49 0.147 0.118 1.009 0.027 0.434 0.144 0.097 1.92 1.83 685 344 0.039 0.034 -0.893 0.536 1.416 0,602 28.9 2505125•30 0,0312 33 0.159 0.54 0.161 0,129 1,008 0,030 0.433 0.159 0.110 2.17 2.09 832 378 0,052 0,037 -0.869 0,534 1.412 0.603 28.9 2505125-33 0.0346 33 0.176 0.60 0.178 0.142 1.006 0.033 0431 0.175 0.125 2.48 2.41 975 399 0.070 0.040 4,885 0.532 1.408 0.605 28.9 2505125-43 0.0451 33 0.227 0.71 0.228 0,182 1.001 0.041 0.426 0.225 0.177 3.49 3.43 1265 394 0.154 0.050 -0.873 0.525 1.396 0.608 28.9 2505125-54 0.0566 33 0.280 0.95 0.277 0.222 0,994 0.049 0.419 0.277 0.218 4.98' 5.07 1553 373 0.299 0,080 -0,859 0.518 1.379 0,612 26,6 2505125.54 0.0566 50 0.280 0.95 0,277 0,222 0.994 0.049 0.419 0,274 0.209 6.25 6,17 2353 565 0.299 0.060 -0.859 0,518 1.379 0.612 23.3 2505125-68 0.0713 33 0.345 118 0.334 0.267 0.984 0.057 0.408 0.334 0.266 6,301 6.32 1891 342 0.585 0.072 -0.839 0,508 1.356 0.617 26.5 2505125.68 0,0713 50 0.345 1.18 0.334 0.267 0.984 0.057 0.408 0.334 0.262 7,64 8.01 2866 519 0.585 0.072 -0.839 0.508 1.356 0.617 23.3 3505125-18 0.0188 33 0.115 0,39 0.215 0.123 1.366 0.021 0.423 0.203 0.072 1.42 1.47 180 159 0,014 0.050 -0.797 0.495 1.637 0.763 28.8 3505125-27 0.0283 33 0.173 0.59 0.320 0.183 1.361 0,030 0.418 0.315 0.130 2.57 2.65 614 359 0,046 0,072 -0.787 0.489 1.627 0.766 287 3505125-30 0.0312 33 0.190 0.65 0.351 0.201 1.359 0.033 0.417 0.346 0.150 2.96 3.04 824 436 0.062 0.079 -0.784 0.487 1.624 0.767 28.6 3505125-33 0.0346 33 0.210 0,72 0.387 0.221 1.358 0.036 0.415 0.382 0.175 3.45 3.53 1024 487 0.084 0.087 -0.780 0.485 1.620 0388 28.6 3505125-43 0.0451 33 0.272 0,93 0,496 0.284 1.352 0,046 0.410 0.495 0.258 5.10 5.11 1739 631 0.164 0.109 -0.769 0.479 1.609 0.771 28.4 3505125-54 0.0566 33 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.608 0.328 6.49 6.87 2253 633 0.360 0.131 -0.755 0.4/1 1.593 0.775 28.4 3505125-54 0.0566 50 0.337 1.15 0.608 0.348 1,344 0.055 0.402 0.604 0.308 9.22 9.25 3372 947 0.360 0.131 -0,755 0A71 1.593 0.775 22.9 3505125.68 0.0713 33 0.417 1.42 0.739 0.422 1.332 0.064 0.391 0,737 0.409 9.67 ' 9.98 2774 592 0.706 0.156 -0.737 0.462 1571 0.780 25.7 3505125.68 0.0713 50 0.417 1,42 0.739 0,422 1.332 0,064 0.391 0.737 0.400 11,97 12.54 4202 897 0.706 0.156 .0.737 0.462 1,571 0,780 22.8 362512518 0.0188 33 0.118 0.40 0,234 0.129 1.409 0.021 0.421 0.221 0.075 1,48 1.52 173 163 0,014 0.054 -0.786 0.490 1.667 , 0,778 28.8 3625125.27 0,0283 33 0.176 0.60 0.347 0.192 1.404 0.031 0.416 0.342 0.135 2,61 2.75 592 370 0.047 0.079 -0.776 0.484 1.657 0.781 28,6 3625125-30 0.0312 33 0.194 0.66 0.381 0.210 1.402 0.033 0.415 0.376 0.156 318 3.17 794 449 0.063 0.086 -0.773 0.482 1.654 0.782 28.6 3625125.33 0.0346 33 0.215 0.73 0.421 0.232 1.400 0,037 0413 0.415 0.182 3,59 3.67 1024 521 0,066 0.094 -0.769 0.480 1.650 0.783 28.5 3625125.43 0.0451 33 0.278 0.95 0.540 0.298 1.395 0.046 0.408 0.537 0.269 5.31 5.33 1739 676 0.188 0.118 -0.758 0.473 1.639 0.786 28.4 3625125-54 0.0566 33 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.661 0.343 6,78 7.19 2341 705 0.367 0.142 -0.744 0.466 1.623 0.790 283 3625125-54 0.0566 50 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.656 0.321 9.62 9.65 3372 1016 0,367 0.142 -0.744 0.466 1.623 0.790 22,8 3625125-68 0,0713 33 0.426 1.45 0,803 0.443 1.374 0.065 0.369 0.802 0,430 8.51 8.76 2884 662 0.721 0.169 -0.726 0,457 1.602 0.795 28.2 3625125.68 0.0713 50 0.426 1.45 01303 0.443 1.374 0.065 0.389 0.802 0,418 12.52 13.11 4370 1004 0.721 0.169 -0.726 0.457 1.602 0.795 , 22.7 400512518 ' 0.0188 33 0.125 042 0.294 0.147 1.536 0.021 0.414 0,281 0.083 1,64 Ike 156 156 0.015 0,068 -0.754 0.475 1.780 0,816 28.7 4005125.27 0.0283 33 0,187 0.64 0.438 0,219 1531 0.031 0.410 0.431 0.151 2.97 3.07 533 398 0.050 0.098 .0.744 0.469 1.751 0.819 28.5 4005125-30 0.0312 33 0,206 0.70 0.481 0,240 1.529 0.034 0A08 0.474 0.174 3A4 3.53 715 484 0,067 0.107 -0.741 0.467 1.748 0.820 28.5 4005125-33 0.0346 33 0,228 0.77 0.531 0.265 1.527 0.038 0,407 0.524 0.203 4.01 4.10 976 595 0,091 0.118 -0.738 0.465 1.744 0.621 28.4 4005125-43 0.0451 33 0.295 1.00 0.682 0.341 1.521 0,048 0.402 0.680 0.301 5,96 5.99 1739 610 0.200 0,148 -0.727 0.459 1.733 0.824 28.2 4005125-54 0.0566 33 0.365 1.24 0.835 0.418 1.512 0.057 0.394 0.835 0.387 7.65 8,12 2603 944 0.390 0,178 -0.713 0.451 1.718 0,828 28.1 4005125-54 0.0566 50 0.365 1,24 0.835 0.418 1.512 0,057 0.394 0.830 0.361 10.81 10.87 3372 1223 0.390 0.178 .0.713 0.451 1.718 0.828 22.7 4005125.68 0.0713 33 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 0.492 9.72 10.05 3215 895 0,767 0,213 -0,695 0.442 1.696 0.832 28.0 4005125-68 0.0713 50 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 0.474 1418 14.84 4871 1356 0.767 0.213 -0.695 0.442 1.696 0.832 22,5 5505125.18 ',3 0.0188 33 0.153 0.52 0.630 0.229 2.029 0.023 0.390 • - - • - - 0.016 0.140 -0.651 0423 2.166 0.910 22.9 5505125-27 0,0283 33 0.229 0.78 0.938 0,341 2.023 0.034 0.385 0,898 0.246 4,86 4.26 382 382 0.061 0.205 -0,641 0.417 2,157 0.912 27.9 5505125.30 0.0312 33 0.252 0,86 1.031 0,375 2,021 0,037 0.384 0.996 0.286 5.65 4.95 512 512 0.082 0.224 -0.639 0.415 2.154 0.912 27,9 5505125.33 0.0346 33 0.219 0.95 1,139 0.414 2.019 0.041 0.382 1.111 0.335 6.62 5.78 699 699 0.112 0,246 -0.635 0.413 2.151 0.913 27.8 5505125-43 0.0451 33 0.362 1.23 1.468 0.534 2.013 0.052 0,377 1.458 0.500 9,88 8,61 1550 1199 0.246 0,309 -0.625 0,407 2.141 0.915 27.6 5505125-54 0.0566 33 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.805 0.847 12.79 11.92 2739 1666 0.481 0.374 -0.613 0.401 2.126 0.917 27.3 5505125-54 0.0566 50 0.450 1,53 1.805 0.656 2.002 0.061 0.369 1.791 0.606 18.13 15.75 3093 1881 0481 0.374 -0.613 0.401 2.126 0,917 22.1 5505125.68 0.0713 33 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 0.801 18.94 1 18.59 4347 2057 0.948 0.448 -0.597 0.392 2,106 0.920 24.6 550S125-68 0.0713 50 0.559 1.90 2.209 0.803 1.987 0.072 0,358 2.205 0.791 23.68 21.98 5350 2532 0.948 0.448 -0.597 0.392 2.106 0.920 21.8 6005125-18 T., 0.0188 33 0.162 0,55 0,778 0.259 2.189 0,024 0.382 • • • • • • 0.019 0.172 -0.623 0A08 2308 0.927 22.7 6005125.27 ' 0.0283 33 0.243 0.83 1160 0.387 2.183 0.035 0,377 1.097 0.271 5.35 4,63 349 349 0.065 0.251 -0.614 0.402 2.299 0.929 27.7 6005125-30 0,0312 33 0.268 0.91 1.275 0.425 2,181 0.038 0.376 1.218 0.315 6.22 5.39 468 468 0,087 0,274 -0,611 0.401 2.296 0,929 27.6 6005125-33 0,0346 33 0.297 1,01 1,409 0.470 2.179 0.042 0.374 1.361 0.369 7.30 6.32 638 638 0.118 0.300 -0.608 0.399 2.293 0.930 27.6 6005125.43 0.0451 33 0.385 1,31 1.817 0.606 2.173 0.053 0.369 1.1307 0.555 10.96 9.46 1416 1240 0.261 0.378 -0.598 0.393 2.284 0.931 27,3 600512544 0.0568 33 0.479 1.63 2.236 0.745 2.161 0,063 0.362 2.236 0.727 14.37 13.18 2739 1890 0.511 0.457 -0.586 0.386 2.269 0,933 271 600512554 0.0568 50 0.479 1.63 2.236 0.745 2.161 0,063 0.362 2.220 0.673 20.15 17,34 2823 1947 0.511 0.457 -0.586 0.386 2.269 0.933 21.9 6005125-68 0.0713 33 0.595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 0.911 21.53 1 20.65 4347 2339 1,008 0.548 -0.570 0.378 2.248 0.936 24.4 600S125-68 0.0713 50 0.595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 0.898 26.88 24.34 5350 2879 1.008 0.548 -0.570 0.378 2.248 0.936 21.6 8005125.33 ' 0.0346 33 , 0.366 1.25 2.881 0,720 2.806 0.044 0.347 2.656 0.507 10.02 8,22 474 474 , 0.146 0.582 -0.519 0.349 2.875 0.967 26.6 6005125-43 0.0451 33 0.475 1.62 3.721 0.930 2.799 0.056 0,342 3.581 0.773 15.27 1256 1051 1051 0.322 0.735 -0.510 0.344 2.865 0.968 26.3 8005125.54 0.0566 33 0.592 2.01 4.593 1.148 2.786 0.066 0.335 4.566 1.035 20.46 17.87 2091 2091 0,632 0.889 -0.499 0,338 2.850 0.969 26.0 8005125-54 0.0566 50 0.592 2.01 4.593 1.148 2.786 0.066 0.335 4.431 0.942 28.21 23.18 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 21,1 8005125-68 0.0713 33 0.738 2.51 5.653 1.413 2,768 0.078 0.324 5,644 1.375 27.18 25.21 4221 3367 1.250 1.068 4.485 0.330 2,829 0.971 25.6 8005125.68 0.0713 50 0.738 2.51 5.653 1.413 2368 0.078 0.324 5.632 1.287 38.54 33.22 4221 3367 1.250 1.068 -0.485 0.330 2.829 0.971 20.8 'Web height -to -thickness ratio exceeds 200. Web stiffeners are required at all support points and c 'Allowable moment includes cold work of forming. 'Where web height -to -thickness ratio exceeds 260 or flange width -to -thickness ratio exceeds 60, effective properties are not calculated, See AISI 5100 Section 81. Application of these products In a non -composite design shall be approved by a design professional ted loads. Structural (S) Section Properties Section Design p, Thickness Ian (In) '' Area 00 Welqht ( ) Gross Properties Ix Sx Rx PI PO (in) ly (I0) Ry (In) Ixe 01 Elfecflve Properties . Sxa Mal Mad Vag lini (In4) (in-k) (lb) Vanet (lb) Jx1000 (in, Torsional Properties Cw Xo m Ro (In') (In) (in) (in) (In) 3625137-33 0,0346 33 0.236 0.80 0.479 0.264 1.424 0.059 0.501 0.479 0.232 4,59 4,73 1024 521 0.094 0.165 -1.003 0.615 1.813 0,694 , 34,7 3625137-43 0.0451 33 0.306 1.04 0.616 0.340 1.419 0,075 0.497 0.616 0.320 6.32 6.65 1739 676 0.207 0.208 -0.991 0,608 1.801 0.697 34.6 3625137-54 0.0566 33 0.379 1,29 0.756 0,417 1A11 0.091 0.490 0.756 0.402 7.94 8.24 2341 705 0.405 0251 -0.978 0.601 1.785 0,700 34.6 3625137-54 0.0566 50 0.379 1.29 0.756 0.417 1A11 0.091 0.490 0.756 0.381 11,42 1191 3372 1016 0.405 0,251 -0.978 0.601 1.785 0.700 27.9 3625137-88 0.0713 33 0.470 1.60 0,922 0.509 1.401 0.109 0.480 0.922 0.498 9.84 10.05 2884 662 0.797 0.302 -0.959 0.592 1.764 0.704 34.6 3625137-68 0.0713 50 0,470 1.60 0.922 0.509 1.401 0.109 0.480 0.922 0.493 14.77 15.24 4370 1004 0.797 0.302 -0.959 0.592 1.764 0.704 27.8 3625137-97 0.1017 33 0.648 2.20 1.229 0.678 1.377 0.137 0.46 1.229 0.662 16.36 16.75 3922 577 2,233 0,390 -0.922 0.573 1.720 0.713 30,9 3625137-97 0.1017 50 0.648 2.20 1.229 0,678 1.377 0,137 0,46 1.229 0.662 24,1 24.67 5943 875 2.233 0.390 -0.922 0.573 1,720 0.713 25.1 3625162-33 0.0346 33 0,262 0,89 0.551 0.304 1,450 0.099 0.616 0.551 0.268 5.29 5A3 1024 521 0.105 0.297 -1.308 0.789 2,048 0.592 42.6 3625162-43 0.0451 33 0,340 1.16 0.710 0.392 1.445 0.127 0.611 0.710 0.372 7.34 7.62 1739 676 0.230 0.376 -1.297 0.782 2.036 0.594 42.5 3625162-54 0.0566 33 0.422 1,44 0,873 0.481 1,438 0.154 0,604 0.873 0A66 9.22 9.51 2341 705 0.451 0.457 .1.283 0.774 2.020 0.597 42.5 3525162-54 0.0566 50 0.422 1.44 0.873 0.481 1.438 0.154 0,604 0.873 0,444 13.28 13,59 3372 1016 0.451 0.457 -1283 0.774 2.020 0.597 34.4 3625162.68 0.0713 33 0.524 1.78 1.069 0.590 1.429 0.186 0,596 1.069 0.579 11,43 11.65 2884 662 0,887 0,552 -1.264 0.765 1.998 0.600 42.7 3625162-68 0.0713 50 0.524 1.78 1.069 0.590 1.429 0.186 0.596 1.069 0.574 17.18 17.65 4370 1004 0,887 0,552 -1.264 0.765 1.998 0.600 34.3 3625162-97 0.1017 33 0,724 2,46 1.435 0.792 1.408 0.241 0,577 1A 35 0.776 18.62 19.00 3922 577 2.496 0.723 -1.226 0.745 1.954 0.606 38.9 3625162-97 0,1017 50 0.724 2.46 1.435 0.792 1.408 0,241 0.577 1.435 0.776 27.52 28.08 5943 875 2.496 0.723 -1.226 0.745 1,954 0.606 31.5 3625200-33 0.0346 33 0,297 1.01 0.648 0,358 1.478 0.177 0.772 0.647 0,294 5,81 6.19 1024 521 0118 0,577 -1741 1.030 2A11 0.478 53.6 3625200-43 0.0451 33 0,385 1.31 0.836 0,461 1.474 0.227 0.767 0.836 0.427 8.43 8.70 1739 676 0,261 0.734 -1.729 1.024 2.398 0.480 53.5 3625200-54 0.0566 33 0.479 1,63 1.030 0.568 1.467 0.277 0.761 1,030 0,553 10.93 11.23 2341 705 0.511 0.896 -1.715 1.016 2.382 0.482 53.6 3625200-54 0.0566 50 0.479 1,63 1.030 0.568 1.467 0.277 0.761 1,030 0.490 14.66 15.47 3372 1016 0.511 0.896 -1.715 1.016 2.382 0.482 43.3 3625200-68 01713 33 0.595 2.02 1.265 0.698 1.458 0.337 0.753 1.265 0.687 15.29 2 15.54 2884 662 1.008 1.089 -1.696 1.006 2.360 0.484 50.6 i 3625200-68 0.0713 50 0.595 2,02 1.265 0.698 1.458 0.337 0.753 1.265 0.666 19.95 20.51 4370 1004 1.008 1.089 -1.696 1.006 2,360 0.484 43.3 3625200-97 0.1017 33 0.826 2.81 1,711 0.944 1.44 0A46 0,735 1.711 0.928 21.59 21.95 3922 577 2.847 1.441 -1.658 0.986 2.315 0.467 50.0 3625200-97 0.1017 50 0.826 2.81 1.711 0.944 1.44 0A46 0,735 1,711 0.928 32.03 32.57 5943 875 2.847 1.441 -1.658 0.986 2.315 0A87 40.5 3625250-43 0.0451 33 0.43 1.46 0.98 0.541 1.51 0,385 0,946 0.98 0A49 8,88 9.35 1739 676 0.292 1.230 -2.199 1.277 2.830 0.396 64.2 3625250-54 0.0566 33 0.535 1,82 1,21 0.668 1.504 0.473 0.94 1.21 0.582 11.51 12.46 2341 705 0.571 1,506 -2.184 1.269 2.813 0.397 64.3 3625250-54 0.0566 50 0.535 1.82 1.21 0.668 1.504 0,473 0.94 1.205 0.514 15.40 16.54 3372 1016 0.571 1.506 -2.184 1.269 2.813 0.397 52.0 3625250-68 0.0713 33 0.668 2.27 1.49 0.822 1.496 0.578 0.931 1.49 0.774 16,85 17.68 2884 662 1.129 1.837 -2165 1.259 2791 0.398 61.4 3625250-68 0.0713 50 0.666 2.27 1.49 0.822 1,496 0.578 0.931 1.49 0.689 20,63 22.17 4370 1004 1,129 1.837 -2.165 1.259 2.791 0,398 52.0 3625250-97 0,1017 33 0.927 3.16 2.027 1.118 1.478 0.772 0.912 2.027 1.100 24,85 25.26 3922 577 3.197 2.452 -2,126 1.239 2.746 0,400 61.0 3625250-97 0.1017 50 0,927 3.16 2.027 1118 1.478 0.772 0.912 2.027 1.046 35,17 36,93 5943 875 3.197 2.452 -2126 1.239 2,746 0.400 49.3 3625300-54 0.0566 33 0.592 2.01 1.390 0.767 1.533 0.734 1,114 1.383 0.607 11.99 13.22 2341 705 0.632 2.316 -2.659 1.522 3.265 0.337 74.5 3625300-54 0.0566 50 0,592 2.01 1,390 0.767 1.533 0,734 1114 1.312 0.529 15.83 17.34 3372 1016 0.632 2.316 -2.659 1.522 3.265 0.337 60.2 3625300-68 0.0713 33 0.738 211 1.716 0.947 1.525 0.900 1,105 1.716 0.811 16.02 17.65 2884 662 1.250 2.833 -2.640 1.512 3243 0.337 74.9 3625300-68 0.0713 50 0.738 2,51 1.716 0.947 1.525 0.900 1.105 1.684 0.716 21.44 23A 2 4370 1004 1,250 2.833 -2.640 1.512 3.243 0.337 60,4 3625300-97 0.1017 33 1.029 3.50 2.343 1.292 1.509 1.213 1,086 2.343 1.217 26,95 28.61 3922 577 3.548 3.803 -2.600 1A 91 3.196 0.338 71.6 362530017 0.1017 50 1,029 3.50 2.343 1.292 1.509 1213 1.086 2.32 1.150 34.42 36.41 5943 875 3.548 3.803 -2.600 1.491 3.196 0,338 60.9 4005137-33 ' 0.0346 33 0.249 0.85 0.603 0.301 1.556 0.061 , 0.496 0.603 0.259 5.12 5.29 976 595 0.099 0204 -0.965 0.597 1.897 0.741 34.5 4005137-43 0.0451 33 0.323 1.10 0.776 0.388 1.551 0.078 0.491 0.776 0.359 7.09 7.47 1739 810 0.219 0.257 -0.954 0.591 1.885 0.744 34.3 4005137-54 0.0566 50 0,401 1,36 0.953 0.477 1.542 0.094 0,484 0.953 0.428 12.82 13.38 3372 1223 0,428 0.311 -0.940 0.583 1.870 0.747 27.7 4005137-68 0.0713 33 0.497 1,69 1.165 0,582 1.531 0.112 0,475 1165 0,567 11.21 11.51 3215 895 0.842 0.375 -0,922 0,574 1.849 0.751 34.2 4005137-68 0.0713 50 0.497 1,69 1.165 0,582 1.531 0.112 0.475 1.165 0.558 16.70 17.44 4871 1356 0.842 0.375 -0.922 0.574 1.849 0.751 27.6 4005137-97 0.1017 33 0.686 2.33 1,557 0.779 1.507 0.142 0.454 1.557 0.764 18.88 19.23 4394 797 2.365 0.486 -0.885 0.555 1.806 0.760 30.5 4005137-97 0.1017 50 0.686 2.33 1.557 0.779 1.507 0.142 0,454 1.557 0.764 27.81 28.33 6658 1207 2.365 0.486 -0.885 0.555 1.806 0.760 24.8 4005162-33 0.0346 33 0.275 0.94 0.692 0.346 1.586 0.103 0.611 0.692 0.299 5.91 6.07 976 595 0110 0.363 -1.263 0.768 2.118 0.644 42.3 4005162-43 0.0451 33 0.357 1.21 0.892 0.446 1.581 0.131 0.606 0.892 0.417 8.23 8,54 1739 810 0,242 0.460 -1.252 0.761 2.106 0.647 42.2 4005162-54 0,0566 33 0.443 1.51 1.098 0.549 1.574 0.159 0.600 1,098 0,526 10.39 10.84 2603 944 0.473 0,560 -1.238 0.754 2.090 0.649 42.2 4005162-54 0.0566 50 0.443 1.51 1.098 0.549 1.574 0,159 0.600 1.098 0.498 14.90 15,25 3372 1223 0.473 0.560 -1.238 0.754 2.090 0.649 34.1 4005162-68 0,0713 33 0.550 1.87 1,346 0.673 1.564 0.192 0.591 1.346 0.658 13,00 13,30 3215 895 0.933 0.677 -1.220 0.745 2.069 0.653 422 4005162-68 0.0713 50 0.550 1.87 1.346 0.673 1.564 0.192 0.591 1.346 0.648 19.41 20.15 4871 1356 0.933 0.677 -1.220 0.745 2.069 0.653 34.0 4005162-97 0.1017 33 0.762 2.59 1.812 0.906 1.542 0,249 0,572 1.812 0,892 21A0 21.75 4394 797 2.628 0,889 -1.182 0.725 2.025 0.659 38,3 4005162-97 0.1017 50 0.762 2.59 1.812 0.906 1.542 0.249 0.572 1.812 0.892 31.64 32.15 6658 1207 2.628 0.889 -1,182 0.725 2.025 0,659 31.1 4005200-33 0.0346 33 0.310 1.05 0.812 0.406 1,619 0,183 0,769 0.812 0.328 6.49 6.90 976 595 0,124 0.697 -1.688 1.007 2.462 0.530 53,1 4005200-43 0.0451 33 0A02 1.37 1.047 0.524 1.615 0.235 0.764 1.047 0.478 9.45 9.74 1739 810 0.272 0.886 -1.676 1.000 2.449 0.532 53.0 4005200-54 0.0566 33 0.500 1.70 1.292 0.646 1.608 0.287 0.758 1.292 0.623 12.30 12.77 2603 944 0.534 1.083 -1.662 0.993 2,433 0.534 53.0 4005200-54 0.0566 50 0.500 1.70 1.292 0.646 1.608 0.287 0.758 1.292 0,549 16A3 17,31 3372 1223 0.534 1.083 -1.662 0.993 2,433 0,534 42.9 4005200-68 0.0713 33 0.622 2.12 1.589 0.795 1.599 0.349 0.750 1.589 0,780 15,40 15.70 3215 895 1.054 1.318 -1.643 0.983 2.412 0.536 53.2 4005200-68 0,0713 50 0.622 2.12 1.589 0.795 1.599 0.349 0.750 1.589 0.751 22.48 23.04 4871 1356 1,054 1.318 -1.643 0.983 2.412 0.536 42.9 , 4005200-97 0.1017 33 0.864 2.94 2155 1.077 1.579 0.462 0.731 2.155 1.063 24.72 25.05 4394 797 2.978 1.749 -1.605 0163 2.368 0.540 49.3 4005200.97 0.1017 50 0.864 2.94 2.155 1.077 1.579 0.462 0.731 2.155 1.063 36.68 3717 6558 1207 2.978 1.749 -1.605 0.963 2.368 0.540 391 'Web height -to -thickness ratio exceeds 200. Web stiffeners are teddlred at a support paints and concentrated /dads, 'Allowable moment includes cold work of forming. See Table Notes on page 7. Track (T) Section Properties Table Notes 1. The centerline bend radius is based on inside corner radii shown in the steel thickness table on page 5. 2. Web depth for track sections is equal to the nominal height plus 2 times the design thickness plus the bend radius. 3. Hems on nonstructural track sections are ignored. Not all track members are hemmed. 4. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI S100 Section A7.2. 5. For deflection calculations, use the effective moment of inertia. 6. Based on ASTM C645, 18, 27, and 30 mil track material is considered nonstructural. 7. See page 5 for additional table notes. Section Design Thickness On) Area (in') Gross Properties WelWht ' lx Sx Rx (u,h) Gn) fn') (in) fy (in') Ry (In) Effective Prop. (33 ksl) Ise Sxe Ma Vag (In') (In') (In-1s) (lb) Effective Prop, (50 kst) Ixe Sxe Ma Vag (in') fn') (in-k) (lb) 3x1000 (►n') Torsional Properties Cw Xo m (In') (in) (In) Ro (in) 1627125-18 0.0188 0.077 0.26 0,041 0.047 0.733 0.013 0.411 0.030 0.025 0.50 302 - • - - 0.009 0.007 -0.878 0.503 1.215 0.478 1621125.27 0.0283 0.117 0.40 0.063 0.072 0.735 0.020 0.410 0.050 0.044 0.87 541 • • - - 0.031 0.010 -0.872 0.501 1.211 0.482 1627125-30 0.0312 0.129 0.44 0.070 0.079 0.735 0.022 0.409 0.057 0.050 1.00 597 - • 0.042 0.012 -0.870 0.500 1.210 0.483 1627125-33 0.0346 0.143 0.49 0.077 0.087 0.736 0.024 0.408 0.066 0.058 1.15 663 - • 0.057 0.013 •0.868 0.499 1.209 0.484 2507125.18 0.0188 0.094 0.32 0.103 0.079 1.051 0.015 0.400 0.078 0.045 0.90 249 - - - • 0.011 0.018 -0.769 0.460 1.362 0.681 2501'125.27 0.0283 0.141 0.48 0.157 0.119 1.053 0.022 0.398 0.129 0.079 1.56 665 - 0.038 0.027 •0.763 0.457 1.360 0,685 2507125.30 0.0312 0.156 0.53 0.173 0,131 1.053 0.025 0.397 0.145 0.090 1.77 832 - - 0,051 0.030 -0,762 0.456 1.359 0,686 2501125.33 0.0346 0.173 0.59 0.192 0.145 1.054 0.027 0.397 0.166 0103 2.03 1024 - •- » 0069 0.033 -0.760 0.456 1.358 0,687 2507125.43 0.0451 0,225 0.77 0,250 0.188 1.055 0.035 0.395 0.231 0.147 2.91 1358 - - 0.153 0.042 •0.755 0.453 1.356 0,690 2501'125.54 0.0566 0.282 0.96 0.318 0.236 1.062 0.043 0.392 0.310 0.203 4.01 1692 0.297 0.188 5.64 2563 0.301 0.054 -0.749 0.449 1.357 0.696 2507125.68 0.0713 0.355 1.21 0.408 0.297 1.072 0.054 0.389 0.408 0.281 5.56 2111 0.402 0.262 7.85 3199 0.602 0.069 •0.740 0.444 1,360 0,704 2507125.97 0.1017 0.506 1.72 0,604 0.423 1.092 0.074 0.383 0.604 0.423 9.56 2954 0.604 0.423 12.67 4476 1.745 0.101 .0.724 0.434 1.365 0.719 2501150.27 0.0283 0,156 0.53 0.181 0.137 1.078 0.037 0.486 0.139 0.082 1.61 685 - - 0.042 0.044 -0.976 0.575 1.534 0.595 250T150-30 0.0312 0.172 0.58 0.199 0.151 1.078 0.040 0.486 0,157 0.093 1.83 832 - •- - 0.056 0.049 -0.975 0.574 1.533 0.595 250T150.33 0.0346 0.190 0.65 0.221 0.167 1.079 0.045 0.485 0.179 0.107 2,11 1024 - - 0.076 0.054 4.973 0.573 1.532 0.596 2501150-43 0.0451 0.248 0.84 0.289 0.217 1.080 0.058 0.483 0.252 0.154 3.03 1356 - •- • 0.168 0.070 •0.968 0,570 1.529 0,599 2501150.54 0.0566 0.311 1.06 0.368 0.273 1.088 0.072 0.481 0.342 0,213 4.22 1692 0.325 0.197 5.89 Z563 0.332 0.089 -0.961 0,566 1.529 0.605 2507150.68 0.0713 0.391 1.33 0.472 0.344 1.099 0.089 0.478 0.465 0.299 5,92 2111 0.445 0.276 8,27 3199 0.663 0.114 -0.953 0.561 1.531 0.613 2507150.97 0.1017 0.557 1,9 0,701 0.491 1.121 0.124 0.471 0.701 0,491 9,69 2954 0.701 0.463 13.86 4476 1.921 0,168 -0.935 0,55 1.534 0.629 2507200.33 0.0346 0.225 0.76 0.280 0.212 1,117 0.097 0.658 0.203 0.112 2.22 1024 - 0.090 0,118 -1.418 0.813 1.921 0.455 2507200.43 0.0451 0,293 1,00 0.366 0.275 1.118 0.126 0,657 0.288 0.163 3.21 1356 -• 0.198 0.153 .1.413 0.810 1.918 0.457 2507200-54 0.0566 0.367 1.25 0.466 0.346 1.127 0.157 0.654 0.396 0.228 4.51 1692 0.371 0.209 6.25 2563 0.392 0.195 -1.405 0.806 1.917 0.462 2507200.68 0.0713 0.462 1.57 0.600 0.437 1.139 0.196 0,652 0.548 0.324 6.41 2111 0.517 0.296 8.86 3199 0.783 0.251 .1.396 0.800 1.916 0A69 2507200.97 0.1017 0.659 2.24 0.893 0.626 1.165 0.275 0.646 0.893 0.556 10.99 2954 0.856 0.51 15.27 4476 2.271 0.374 •1.376 0.789 1,915 0.484 3501125-18 0.0188 0.113 0.38 0.219 0.121 1.394 0.016 0.383 0,174 0.063 1.25 175 - - - - 0.013 0.038 -0.675 0.418 1.595 0.821 3507125.27 0.0283 0.170 0.58 0.331 0.182 1.396 0,025 0,381 0,277 0.128 2.53 590 - - - - 0.045 0,057 -0.670 0.416 1.595 0,823 3507125.30 0.0312 0.187 0.64 0.365 0.200 1.396 0.027 0.380 0.312 0.145 2.86 790 - - - - 0.061 0,063 -0.669 0.415 1.594 0.824 3507125-33 0,0346 0,207 011 0.405 0.222 1.397 0,030 0.379 0.354 0.165 3.27 1024 - - 0.083 0.070 -0.668 0.414 1,594 0.824 3507125.43 0,0451 0.270 0.92 0.528 0.288 1.397 0.038 0,377 0,490 0.233 4.61 1739 • - • 0,183 0.090 -0.663 0.412 1.592 0.826 3501125-54 0.0566 0.339 1.15 0.668 0,361 1.404 0.048 0.375 0.651 0.317 6.26 2392 0,626 0.297 8.89 3372 0,362 0.114 -0.658 0.408 1.595 0.830 3501125.68 0.0713 0.427 1.45 0.851 0.454 1.412 0.059 0.372 0,851 0,433 8.55 2994 0.839 0,407 12.18 4536 0.723 0.144 -0.650 0.403 1,599 0.835 3507125-97 0.1017 0.608 2.07 1,243 0.645 1.43 0.081 0.366 1.243 0.645 14.56 4213 1.243 0.645 19.3 6383 2.096 0,209 -0.636 0.394 1,607 0.844 3507150.27 0,0283 0.184 0.63 0.377 0.207 1.431 0.041 0.470 0.298 0.132 2.62 590 • - • • 0.049 0.094 -0.869 0.529 1.739 0.750 3501150.30 0.0312 0.203 0.69 0.416 0.228 1.432 0.045 0.469 0.336 0,150 2.96 790 - - - 0.066 0.103 -0.867 0.528 1.739 0.751 3507150-33 0.0346 0.225 0.78 0,461 0.253 1.432 0.049 0.489 0.382 0,171 3.39 1024 - - • - 0.090 0.114 -0.866 0.527 1.738 0.752 3507150.43 0.0451 0.293 1,00 0.601 0.328 1.433 0.064 0.467 0.531 0.243 4.80 1739 - - •- 0.198 0.148 -0.861 0.525 1,736 0.754 3501150.54 0.0566 0.367 1.25 0.761 0.412 1.440 0.079 0.465 0.712 0.332 6.57 2392 0.679 0.310 9.28 3372 0.392 0.187 -0.855 0.521 1.738 0.758 3507150.68 0.0713 0.462 1.57 0.972 0.518 1.450 0.099 0.462 0.957 0.459 9.07 2994 0,919 0.428 12.81 4536 0.783 0.238 -0.847 0.516 1.741 0.763 3507150.97 0.1017 0.659 2.24 1.422 0,738 1.469 0.136 0.455 1.422 0.738 14.58 4213 1.422 0.701 20.98 6383 2.271 0.346 -0.831 0.506 1.748 0.774 3507200.33 0.0346 0.259 0.88 0.574 0,315 1.487 0,108 0,647 0,428 0.181 3.57 1024 - • - 0.103 0.249 -1.285 0.761 2.069 0.614 3507200-43 0.0451 0.338 1.15 0.749 0.409 1.489 0.140 0.645 0.600 0.257 5.09 1739 » • 0.229 0.323 •1.280 0.758 2.066 0.616 3507200-54 0.0566 0.424 1.44 0.949 0.513 1.496 0.175 0,642 0.814 D.355 7.01 2392 0.770 0.329 9.85 3372 0.453 0.409 -1.273 0.754 2.067 0.621 3507200.68 0.0713 0.534 1.82 1.213 0,647 1.508 0.218 0.639 1.112 0.496 9.80 2994 1.054 0.458 13.71 4536 0.904 0.522 -1.264 0.749 2.069 0.626 3507200.97 0,1017 0.761 2.59 1.78 0.923 1.53 0.305 0.633 1,779 0.831 16.41 4213 1.708 0.769 23.01 6383 2.622 0.765 •1.247 0.738 2.073 0.638 3507250-43 0.0451 0.383 1.30 0.896 0,490 1.530 0.257 0.819 0.659 0.268 5.29 1739 0.260 0.593 -1.719 0.996 2.443 D.505 3507250-54 0.0566 0.480 1.63 1.137 0.615 1.538 0.321 0.817 0.900 0.371 7.33 2392 0.846 0.343 10.26 3372 0.513 0.752 •1,712 0.992 2,442 D.509 3507250-68 0.0713 0.605 2.06 1.454 0.776 1.550 0.401 0.814 1.241 0.522 10,31 2994 1.168 0.479 14.35 4536 1.025 0.961 -1.703 0.987 2.443 0.514 350T250.97 0.1017 0.862 2.93 2.139 1,109 1.575 0.563 0.808 2.027 0.889 17.56 4213 1.924 0.815 24,39 6383 2.973 1.413 -1.664 0.975 2.443 0.525 3627125.18 0.0188 0.115 0.39 0.237 0.126 1.435 0.017 0.380 0,189 0.065 1.29 169 • - - - 0,014 0.042 -0.665 0.413 1,627 0.833 3627125.27 0.0283 0.173 0.59 0.358 0.191 1.438 0.025 0.378 0,301 0.135 2.66 569 - - - 0.046 0.062 -0.661 0.411 1.627 0.835 3627125-30 0.0312 0.191 0.65 0.395 0.210 1.438 0.027 0,378 0.339 0.152 3.01 762 - - - 0.062 0.068 -0.659 0,410 1.626 0,836 3627125.33 0.0346 0.212 0,72 0.438 0.232 1,438 0,030 0.377 0.384 0,174 3.44 1024 - - - • 0.085 0.076 -0.658 0.409 1.626 0.836 3627125-43 0.0451 0.276 0.94 0.571 0.302 1.439 0.039 0.375 0.531 0,245 4.84 1739 - •- 0,187 0.098 -0.654 0.407 1.625 0.838 3827125.54 0.0566 0.346 1.18 0.723 0.378 1.445 0.048 0.373 0.705 0.332 6.57 2480 0.678 0.312 9.34 3372 0.369 0.123 •0.648 0.404 1.627 0.841 3627125.68 0.0713 0.436 1.48 0.921 0.475 1.454 0.060 0.370 0.921 0.453 8.95 3104 0.907 0.427 12.78 4703 0.738 0.156 -0.641 0.399 1.631 0.846 3627125-97 0.1017 0.621 2.11 1.343 0.675 1.471 0.082 0.363 1.343 0.675 15.24 4370 1.343 0.675 20.2 6322 2.14 0.226 -0.626 0.39 1.639 0.854 3627150-27 0.0283 0.187 0.64 0.408 0.217 1.475 0.041 0.468 0.323 0.140 2.76 569 - - - • 0.050 0.102 -0.857 0.524 1.769 0.765 3627150.30 0.0312 0.207 0.70 0.449 0.239 1.475 0.045 0.467 0.364 0.158 3.12 762 - - - - 0.067 0.112 •0.856 0.523 1.768 0.766 3627150.33 0.0346 0.229 0.78 0.499 0.264 1.475 0.050 0.467 0.414 0.180 3,56 1024 • - - - 0.091 0.124 -0.854 0.522 1.767 0366 3627150.43 0.0451 0,298 1.02 0.650 0.343 1.476 0.064 0.465 0.574 0.255 5,04 1739 - • - - 0.202 0.160 -0.850 0.519 1.766 0.768 3627150.54 0.0566 0,374 1,27 0.823 0A31 1,483 0.080 0.462 0.769 0.349 6.89 2480 0.735 0.325 9.74 3572 0.400 0.202 -0.844 0.516 1.768 0,772 3627150-68 0.0713 0.471 1.60 1.050 0.542 1,492 0,099 0.459 1.034 0.480 9.49 3104 0.993 0.449 13.43 4'/03 0.799 0.257 -0.836 0.511 1,771 0.777 3627150.97 0.1017 0.672 2,29 1.534 0,771 1.512 0.138 0.453 1.534 0.771 15.23 4370 1.534 0.733 21.94 6422 2.315 0.374 -0.82 0.501 1,778 0.787 'Web height -to -thickness ratio exceeds ,200. Web stiffeners are required at al/ support points and concentrated loads, 2Aliowab/e moment includes cold work of forming. Ceiling/Soffit Spans (S-Sections) SSMA Section (fin 4Qsf Lateral Supporl of Unsupported Joist Spacing (In) on center 12 16 24 Interior Allowable Compresalan Flange Midapan Joist Spacing (in) on center 12 16 24 CeilinglSoffit Spans 6psf Lateral Support of Unsupported Joist Spacing (In) on center 12 16 24 (S-Sections) Compression Joist Spacing 12 - L136C Flange Midspan (In) on center 16 24 /3ps}'; Lateral Support of Unsupported Joist Spacing (In) on center 12 16 24 Compression Flange Mldspan Joist Spacing (In) on center 12 16 24 1625125.18 33 7' 3' 6' 7" 5' 10' 7' 5' 6' 9' 5' 11' 6' 5' 5' 10' 5' 1" 6' 6' 5' 11" 5' 1" 4`11' 4' 5' 3' 9' 4' 11' 4' 6" 3' 10" 1625125.27 33 8' 6' 7' 8" 6' 9" 8' 6' 7' 8' 6' 9' 7' 5' 6' 9' 5' 10' 7' 5' 6' 9' 5' 10' 5 9' 5' 2' 4' 6' 5' 9' 5' 2' 4' 6' 1625125.30 33 6' 9' 7' 11' 6' 11' 8' 9' 7' 11" 6' 11" 7' 8' 6' 11' 6' 1" 7' 8" 6' 11" 6' 1" 5' 11" 5' 4" 4' 8' 5' 11' 5' 4' 4' 8' 1625125.33 33 9' 0' 8' 2" 7' 2" 9' 0' 8' 2" 7' 2' 7' 11' 7' 2' 6' 3" 7' 11' 7' 2' 6' 3" 6" 1" 5 6' 4' 10' 6' 1' 5' 6' 4' 10' 1625137-27 33 8' 10' 8' 0' 7' 0' 8' 10' 8' 0" 7' 0' 7' 9' 7' 0' 6' 2' 7' 9" 7' 0' 6' 2" 6' 0' 5' 5' 4' 9' 6' 0' 5' 5' 4' 9' 1625137-30 33 9' 1' 8' 3" 7' 3' 9' 1" 8' 3" 7' 3" 8' 0' 7' 3' 6' 4' 8' 0' 7' 3' 6' 4' 6' 2" 5' 7" 4' 11" 6' 2' 5' 7" 4' 11" 162S137-33 33 9' 5' 8' 7' 7' 6' 9' 5" 8' 7' 7' 6" 8' 3' 7' 6' 6' 6' 8' 3' 7' 6' 6' 6' 6' 4" 5' 9' 5' 1' 6' 4" 5' 9' 5' 1" 2505125.18 33 8' 5' 7' 9' 6' 11' 10' 3" 9' 3' 8' 1' 7' 6' 6' 11' 6' 2' 8' 11' 8' 1' 7' 0' 6' 0' 5' 6" 4' 10'e 6' 10' 6' 2'e 5' 2'e 2505125.27 33 9' 8' 8' 11" 8' 0" 11' 9' 10' 8" 9' 4" 8' 8' 8' 0" 7' 2' 10' 3' 9' 4' 8' 1' 7' 0" 6' 6" 5' 9' 7' 11" 7' 2' 6' 3' 2505125.30 33 10' 1' 9' 3' 8' 3' 12' 1" 11' 0" 9' 7" 9' 0' 8' 3' 7' 5' 10' 7' 9' 7" 8' 5" 7'.3" 6' 8" 6' 0" 8' 2" 7' 5' 6' 5' 2505125.33 33 10' 6' 9' 8' 8' 7' 12' 6" 11' 4' 9' 11' 9' 4" 8' 7" 7' 8" 10' 11' 9' 11" 8' 8' 7'6" 6' 11' 6' 2' 8' 5" 7' 8' 6' 8' 2505125.43 33 11' 9" 10' 10" 9' 7' 13' 7' 12' 4" 10' 9' 10' 5" 9' 7" 8' 6' 11' 10' 10' 9' 9' 5' 8'4' 7' 8' 6' 10' 9' 2' 8' 4" 7' 3' 2505137.27 33 11' 0' 10' 2' 9' 2' 12' 3" 11' 1" 9' 9" 9' 10' 9' 2" 8' 2' 10' 8" 9' 9' 8' 6" 8' 0" 7' 5" 6' 7' 8' 3' 7' 6' 6' 7" 2505137-30 33 11' 5' 10' 6' 9' 5' 12' 8' 11' 6' 10' 0' 10' 2' 9' 5' 8' 5' 11' 0' 10' 0" 8' 9' 8'3' 7' 8' 6' 9' 8' 6' 7' 9' 6' 9' 250513733 33 11' 10" 10' 11' 9' 9' 13' 1' 11' 10' 10' 4" 10' 7' 9' 9" 8' 9' 11' 5' 10' 4' 9' 1" 8' 7' 7' 11' 7' 0" 8' 10' 8' 0' 7' 0' 2505137-43 33 13' 3" 12' 2" 10' 10' 14' 2" 12' 11' 11' 3' 11' 9' 10' 10' 9' 7' 12' 5" 11' 3' 9' 10" 9' S' 8' 8' 7' 7" 9' 7' 8' 8' 7' 7' 250S162-33 33 13' 6' 12' 5" 10' 10' 13' 8" 12' 5' 10' 10' 12' 0' 10' 10' 9' 6' 12' 0' 10' 10' 9' 6" 9' 3' 8' 5" 7' 4' 9' 3' 8' 5' 7' 4" 2505162-43 33 14' 11" 13' 6" 11' 10" 14' 11' 13' 6' 11' 10' 13' 0" 11' 10' 10' 4' 13' 0' 11' 10" 10' 4' 10° 1" 9' 2' 8' 0" 10' 1" 9' 2' 8' 0' 3505125-18 33 9' 2' 8' 6" 7' 6" 12' 6" 11' 5" 9' 11' 8' 3" 7' 6" 6' 8' 11' 0' 9' 11' 8' 5"e 6' 5" 5' 11'e 5' 3'e 8' 2'e 7' 2'e 6' O'e 3505125-27 33 10' 7' 9' 9' 8' 9' 14' 11' 13' 9' 12' 0' 9' 5' 8' 9" 7' 9' 13' 3' 12' 0' 10' 6" 7' 7' 7' 1' 6' 4' 10' 2" 9' 3' 7' 9' 3505125-30 33 10' 11' 10' 1' 9' 0" 15' 5' 14' 2' 12' 5" 9' 9' 9' 0' 8' 1' 13' 8' 12' 5" 10' 10' 7' '11' 7' 3' 6' 6' 10' 7' 9' 7' 8' 3" 3505125.33 33 11' 4' 10' 5" 9' 4' 16' 0' 14' 8' 12' 10' 10' 1' 9' 4' 8' 4' 14' 2' 12' 10" 11' 3' 8' 2" 7' 7' 6' 9" 10' 11' 9' 11' 8' 8' 3505125-43 33 12' 7" 11' 7' 10' 4" 17' 7' 16' 0- 13' 11' 11' 2' 10' 4' 9' 2" 15' 4' 13' 11' 12' 2" 9' D" 8' 3' 7' 5' 11' 10' 10' 9' 9' 5' 3505137.27 33 11' 11" 11' 0' 9' 11' 15' 10' 14' 5' 12' 7' 10' 8" 9' 11' 8' 11' 13' 10' 12' 7" 11' 0' 8' 8" 8' 1" 7' 3' 10' 8' 9' 9' 8' 6' 3505137.30 33 12' 4" 11' 5' 10' 3" 16' 4' 14' 10' 13' 0" 11' 0' 10' 3' 9' 2' 14' 3' 13' 0' 11' 4' 9' 0' 8' 4' 7' 6' 11' 0' 10' 0' 8' 9" 3505137.33 33 12' 9" 11' 10' 10' 7" 16' 11' 15' 4' 13' 5' 11' 5" 10' 7' 9' 8' 14' 9' 13' 5' 11' 9" 9' 3" 8' 7' 7' 8' 11' 5" 10' 4' 9' 1' 350S137.43 33 14' 2" 13' 0' 11' 7' 18' 4' 16' 8' 14' 7' 12' 7" 11' 7' 10' 4" 16' 1' 14' 7" 12' 9" 10'2' 9' 4' 8' 5' 12' 5" 11' 3' 9' 10' 3505162.33 33 14' 6" 13' 5" 12' 1' 17' 9' 16' 1" 14' 1' 13' 0' 12' 1' 10' 10' 15' 6' 14' 1' 12' 3" 10' 7' 9' 10' 8' 10' 11' 11' 10' 10' 9' 6' 3505162-43 33 16' 0' 14' 9' 13' 2" 19' 3' 17' 6" 15' 3' 14' 3' 13' 2" 11' 9' 16' 10' 15' 3' 13' 4' 11' 6^ 10' 8' 9' 7' 13' 0' 11' 10' 10' 4' 3625125.18 33 9' 3' 8' 7' 7' 7' 12' 8' 11' 7' 10' 0' 8' 4' 7' 7" 6' 9' 11' 1' 10' 0' 8' 6'e 6' F' 6' O'e 5' 4'e 8' 3'e 7' 4'e 6' l'e 3625125.27 33 10' 8" 9' 10" 8' 10^ 15' 0' 13' 11' 12' 4' 9' 6' 8' 10' T 10' 13' 5' 12' 4" 10' 9' 7' 8' 7' 1' 6' 5" 10' 5' 9' 4' 7' 11" 3625125.30 33 11' 0' 10' 2" 9' 1' 15' 6' 14' 4' 12' 9' 9' 10' 9' 1' 8' 2' 13' 11' 12' 9' 11' 2' 8' 0' 7' 4" 6' 7' 10' 10' 9' 10' 8' 5' 3625125.33 33 11' 5' 10' 7' 9' 5' 16' 2' 14' 10' 13' 2' 10' 3' 9' 5" 8' 5' 14' 5' 13' 2' 11' 6' 8' 1' 7' 8' 6' 10' 11' 3' 10' 2' 8' 11" 3625125.43 33 12' 8' 11' 8' 10' 5' 17' 9' 16' 5" 14' 4' 11' 3' 10' 5' 9' 3' 15' 9' 14' 4' 12' 6" 9' 1' 8' 4" 7' 6' 12' 2" 11' 1" 9' 8' 3625137.27 33 12' 0^ 11' 2' 10' 0" 16' 3' 14' 9' 12' 11' 10' 10' 10' 0' 9' 0' 14' 3' 12' 11' 11' 3' 8' 9' 8' 2' 7' 4" 11' 0' 10' 0' 8' 9'e 362513730 33 12' 5' 11' 6' 10' 4' 16' 10' 15' 3' 13' 4° 11' 2' 10' 4' 9' 3' 14' 8' 13' 4' 11' 8' 9' 1" 8' 5' 7' 6" 11' 4' 10' 4' 9' 0' 3625137.33 33 12' 11' 11' 11' 10' 8" 17' 4' 15' 9' 13' 9' 11' 6' 10' 8' 9' 7' 15' 2' 13' 9' 12' 0' 9' 4' 8' 8' 7' 9' 11' 9' 10' 8' 9' 4' 3625137.43 33 14' 3' 13' 2' 11' 8" 18' 11' 17' 2" 15' 0' 12' 8' 11' 8' 10' 5' 16' 6' 15' 0' 13' 1' 10' 3' 9' 5' 8' 6" 12' 9' 11' 7' 10' 1' 3625162.33 33 14' 8' 13' 7' 12' 2' 18' 2' 16' 6' 14' 5' 13' 2' 12' 2" 10' 11' 15' 11" 14' 5" 12' 7' 10' 8' 9' 11' 8' 11' 12' 3' 11' 2' 9' 9' 3625162.43 33 16' 2' 14' 11' 13' 4' 19' 10' 18' 0' 15' 9' 14' 5" 13' 4" 11' 11" 17' 3' 15' 9" 13' 9' 11' 8" 10' 9" 9' 8' 13' 4' 12' 2' 10' 7' 4005125.18 33 9' 6"e 8' 9'e 7' 10"e 13' 0'e 11' 11'e 10' 5'e 8' 6'e 7' 10"e 6' 11'e 11' 6"e 10' 5'e 8' 11'e 6' 9"e 6' 2'e 5' 6'e 8' 7"e 7' 8"e 6' 5'e 4005125-27 33 10' 11' 10' 1' 9' 1' 15 5' 14' 3' 12' 9' 9' 9' 9' 1' 8' 1' 13' 10' 12' 9" 11' 2' 7' 11' T 4" 6' 7' 10' 10' 9' 9' 8' 3' 4005125-30 33 11' 4" 10' 5' 9' 4' 16' 0' 14' 9' 13' 2' 10' 1' 9' 4" 8' 4' 14' 3' 13' 2" 11' 9' 8' 2' 7' 7' 6' 9' 11' 5" 10' 4' 8' 9' 4005125-33 33 11' 9' 10' 10' 9' 8' 16' 7' 15' 3' 13' 8' 10' 6' 9' 8' 8' 8' 14' 9' 13' 8' 12' 2' 8' 6" 7' 10' 7' 0' 11' 11' 10' 11' 9' 4' 400S125.43 33 13' 0' 12' 0' 10' 8" 18' 3' 16' 10' 15' 0' 11' 7' 10' 8' 9' 6' 16' 3' 15' 0' 13' 5' 9' 4" 8' 7' 7' 8' 13' 1' 12' 0" 10' 6' 4005137.27 33 12' 4' 11' 5' 10' 3' 17' 7' 16' 0' 13' 11' 11' 1' 10' 3" 9' 2' 15' 4" 13' 11' 12' 2" 9' 0' 8' 4' 7' 6' 11' 10' 10' 9' 9' Se 4005137.30 33 12' 9' 11' 10' 10' 7' 18' 2' 16' 6' 14' 5' 11' 5' 10' 7" 9' 6' 15' 10' 14' 5' 12' 7' 9' 3' 8' 7' 7' 9' 12' 3' 11' 1' 9' 9" 4005137-33 33 13' 3' 12' 3' 10' 11' 18' 9' 17' 0' 14' 11' 11' 10' 10' 11' 9' 10' 16' 5' 14' 11' 13' 0" 9' T 8' 11' 8' 0' 12' 8' 11' 6" 10' 1' 4005137.43 33 14' 7' 13' 6' 12' 0" 20' 5" 18' 6' 16' 2" 13' 0" 12' 0" 10' 9' 17' 10" 16' 2' 14' 2' 10' 6' 9' 8' 8' 8' 13' 9' 12' 6" 10' 11' 4005162.33 33 15' 0' 13' 11" 12' 6' 19' 8' 17' 10' 15' 7' 13' 6" 12' 6" 11' 1' 17' 2' 15' 7' 13' 7" 10' 11' 10' 2' 9' 1' 13' 3' 12' 0' 10' 6' 4005162.43 33 16' 7' 15' 3' 13' 8' 21' 4' 19' 5' 16' 11' 14' 9' 13' 8' 12' 2" 18' 8' 16' 11' 14' 10' 11' 1'1' 11' 0' 9' 11' 14' 5' 13' 1' 11' 5' 6005125.27 33 12' S'e 11' 6'e 10'4'e 17' 11'e 16' 6'e 14' 9'e 11' 2'e 10' 4'e 9' 4'e 16' 0'e 14' 9"e 13' 2'e 9' 2'e 8' 6"e 7' 7'e 12' 11'e 11' 10'e 10' 4'e 600S125.30 33 12' 9" 11' 10' 10' 8' 18' 5' 17' 1" 15' 3" 11' 6' 10' 8" 9' 7" 16' 7" 15 3' 13' 8" 9' 5' 8' 9' 7' 10' 13' 4" 12' 4" 10' 11'e 6005125-33 33 13' 2' 12' 3' 11' 0' 18' 11' 17' 7' 15' 10' 11' 10' 11' 0' 9' 10' 17' 0" 15' 10' 14' 2' 9' 8' 8' 11' 8' 1' 13' 10' 12' 9' 11' 5' 6005125.43 33 14' 6' 13. 4' 11' 11' 20' 6' 19' 0' 17' 0' 12' 11' 11' 11' 10' 8' 18' 4' 17' 0" 15' 3' 10' a" 9' 8' 8' 8' 15' 0' 13' 11' 12' 6' 6005137-27 33 14' 0'e 13' O'e 11' 9'e 20' 2'e 18' 8'e 16' 9'e 12' 7'e 11' 9'e 10' 6"e 18' 1'e 16' 9'e 15' O'e 10'4'e 9' 7"e 8' 7'e 14' 8'e 13' 7'e 11' 10'e 6005137.30 33 14' S 13' 4' 12' 0" 20' 10' 19' 3' 17' 3' 13' 0' 12' 0" 10' 10" 18' 8' 17' 3' 15' 6" 10' 7" 9' 10' 8' 10' 15' 2" 14' 0' 12' 5"e 6005137-33 33 14' 11' 13' 9' 12' 5' 21' 5' 19' 10' 17' 10' 13' 4' 12' 5' 11' 2" 19' 3' 17' 10' 16' 0' 10' 11" 10' 2' 9' 2' 15' 8' 14' 6" 12' 11"e 6005137.43 33 16' 3' 15' 0' 13' 5' 23' 1' 21' 5' 19' 3' 14' 6' 13' 5' 12' 0' 20' 9' 19' 3' 17' 4' 11' S" 10' 11' 9' 10' 16' 11" 15' 9' 14' 2" 6005162.33 33 16' 11" 15' 8' 14' 1' 24' 5' 22' 8' 20' 5" 15' 2" 14' 1" 12' 8" 22' 0' 20' 5' 18' 5' 12' 5' 11' 7' 10' 5' 18' 0' 16' 6' 14' 5'e 6005162-43 33 18' 5' 17' 0' 15' 3' 26' 4' 24' 4' 21' 11' 16' 6' 15' 3' 13' 8" 23' 8' 21' 11" 19' 9' 13' 5" 12' 5' 11' 2' 19' 4" 17' 11' 15' 9' 'Loads that exceed 10 psf/iont require an approved CP60 coating. e" web stiffeners required at ends. See Table Notes end figures on page 61. Screw and Weld Capacities Screw Capacities Table Notes 1. Capacities based on AISI S100 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. Thickness Design Y1F11 (Mil.) Thickness (ksl) TenFuslie (hi) (Pss • 643 0.138" Shear #6Scs'ew#8 Ibs, Pts dia, 0.272" Pull -Out Allowable = 419 lbs) Head Pull -Over (Pis. 1278 0.164" Sheer Screw $crew Its, Pts dia, 0.272" Pull -Out Connection • 586 Ibs) Head Pull -Over Capacity (Pss • 1644 0.190" Shear 810 Screw Ibs, Pts die, 0.340" Pull•Out (Ibs) r 1158 (bs) Head Pull -Over (Res2330 0216' Sheer H2 Semi lbs, Pis = dia, 0340' Pull -Out 2325 Ibs) Heed Pull -Over Pass 3048 0.250" Shear WScrew lbs, Pts dia, 0.409" Pull -Out = 3201 Ibs) Head Pull -Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0,0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 - 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 54 0,0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 _ 1,016 572 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. 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 fess 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 €2.4-3 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. Thickness (Mlle) Design Thickness Fy Weld (kil) Allowable Weld Fu Tensile (1(40 Capacity (lbs I in, Fillet Longttudl nal Weide Transverse Flare Groove Longitudinal Welds Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 - ' ,, 1 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 • ' ' Web' capacity for material thickness greater than 0.10" requires engineering judgment to determr'ne leg of welds, W.1 and W. 27 Lopatin Dodged 17 ),'c. 13011 ABHT STRUCTURAL ENGINEERS (-Ire fr co‘ c m f(_c.fr .a._ '"l acre. (L)= Il./tqI( , (4'o$c/ (z_' X i t /t ) G 4.1ti ►s V(6) 5e .S 4 (I , 3 3' X.' 'z) U-.s-e Scrr e v" c4 . L o 4 �. S tLe S (e , ev- ¢. L. * . -{rc se iv) �{ ..• 6v�` (I '/t ")Aib E- 0.CP-1 Ic 1i rL, 3,4, S+;,,. 5 ice.-4c. izz, ' ��.�c3-' 1. .'• O.030,E C oto3a.� 'K 1 t t%C,� I.e j5 7''/ a- P / c cat e 1.t. a 4 e ve k-ff0 c-tx,.-rr e 1 --4 -{_ o 1 1 .0 -e c IC ; ,/ e rc►-r-e C- 1s arar•1-c -ram (z ram( rit4t-x _,�,o� . �..L vr' e xrR,, t �. c,, S-{ 4. vv-r 6© c. C Q r4 7"0 PA ('. i",OGarSr Aor- =%y' 1 e b •< .� �• c •� -+ S•1 er I, L• i , +`.r. (c r., r f rnr !e - I.o•+ 28 ESR-2269 I Most Widely Accepted and Trusted Page 6 of 14 TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL -WEIGHT CONCRETE'3" FASTENER DESCRIPTION FASTENER SHANK DIAMETER (inch) MINIMUM EMBEDMENT (Inches),_. ALLOWABLE LOADS (IV) -V Concrete Compressive Strength: _!,-' 2000 psi 4000 psi 6000 psi 6000 psi Load Direction: Tension Shear Tension Shear Tension Shear Tension Shear Universal Knurled Shank X-U f 0,157 _.,...-!,' 3/4 100 125 100 125 105 205 - 1, -- 1190- 170 225 1103 2803 11/4 240 310 280 310 180 425 1 '6 275 420 325 420 - - - Smooth Shank X-P 0.157 3/45 100 155 100 175 105 205 135 205 15 165 220 180 225 150 300 150 215 1/45 240 310 280 310 180 425 1 Itz5 310 420 For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ps = 6895 Pa. 'Unless otherwise noted, values apply to normal weight cast -in -place concrete. Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 31.thless otherwise noted, concrete thickness must be a minimum c4 3 times the embedment depth of the fastener. 3This allowable load value for the )(A.:fastener also applies to normal weight hollow core concrete slabs with t• of 6600 psi and minimum dimensions shown in Figure 7, when installed in accordance with Section 4.2.4, 4The fasteners listed in the table above may be used for static load conditions and for the seismic load conditions described in Section 4.1.7, as applicable. The tabulated allowable loads apply to static load conditions. For seismic load conditions the allowable loads must be limited In accordance with Section 4.1.7, Items 2 and 3, as applicaNe. 'Applies to fastening of cold -formed steel up to 54 mU thick using the X-P 22, X-P 27, X-P 34 and X-P 40 fasteners, respectively, for the 34, 1, 1'/, and 1 Va inth embedment depths. TABLE 4—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL -WEIGHT CONCRETE USING DX-KWIK'w FASTENER DESCRIPTION FASTENER SHANK DIAMETER (inch) MINIMUM EMBEDMENT (inches) ALLOWABLE LOADS (Ibf) Concrete Compressive Strength: 4,000 psi 6,000 psi Load Direction: Tension Shear Tension Shear Universal Knurled Shank X-U 47 P8 IN/ DX-KWIK 0.157 1'/2 395 405 360 570 ForSi: 1 inch = 25.4 mm, 1 Ihf LI 4 4 N, 1 psi = 6895 Pa, lx-U Fastener is installed using the DX-KWIK drilled pilot hole installation procedure described in Section 4.2.5. Pdot holes must not be drilled unti the concrete has reached the designated minimum compressive strength. 3Concrete thickness must be a minimum of 3 times the embedment depth of the fastener, 4The fasteners listed In the table above may be used for static load conditions and for the seismic load conditions descnbed in Section 4.1.7, as applicable, The tabulated allowable loads apply to static load conditions, For seismic load conditions. the allowable loads must be limited in accordance with Section 4.1.7, Items 2 and 3, as applicable. Dot d Laotian 11 ABHT STRUCTURAL ENGINEERS S. SD C.%e c- lL eit,e 4- . l $ c re ids le `1' 4- b7�7 3" 41C r8 l'g f _ , s '4> t c-see CH S -t o-b ; E -t L.Vf ✓`S p 1( 6 x µLe. 1,7 ecf 0A— Screw Capacities Table Notes 1. Capacities based on AISI S100 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 AIS1 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. Thickness Design Ybld (Mils) Thickness ( ) Te uelle Rs,. (Pse • 643Ibs, 0.138" Shear 16 Screw Pts die, 0.272" Pu0.Out Ailowabie • 419Ibs) Heed Pu0.0ver (Pse■ 1278 0.164" Shur Screw e8 Screw bs, Pis die, 0.272- PuU.Out Connection * 586 Ibs) Head Pu0.0ve Capacity (Peso 1644Ibs, 0.190" Shear 110 Screw Pts a die, 0.340" Pull -Out (lbs) 1168Ibs) Head Pu0.Over (Peas 23301bs, 0.216" Shear 112 Screw Pts • dia, 0.340" Puff -Out 2325 Ibs) Hud PuII.Over rum 3048Ibs, 0.250" Shear Y: Screw Pts • die, 0.409" Pul-Out 3201 Ibs) Head Pu0.0ver 18 0.0188 33 33 ' 44 24 84 48 29 84 }/;.-52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127[v .50. _ 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 ' 177 84 265 188 95 265 203 110 318 43 0,0451 33 45 214 79 140 244 94 195 280 124 345 302 144 415 , `386 54 0.0566 33 45 214 100 140 344 118 195 370 -f37 -1 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 55 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 _ 572 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. 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. Thickness Pilo) Design Thickness FY Yield (ksi) Allowable Weld Capacity FBletwelds Longitudinal Transverse Flare GrooveWelds Longttudinel Transverse Fu Tensile (ksi) 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 -' -' 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 'Weld capacity for material thickness greefer than 0.l0-r 0 ds 2. 70 www.SSMA.com Copyright © 2015 by the SSMA Job No. 00r4 Pe-riC TOi. f1 ! ©) Ova3{5 SDy sl& ' e' ' c'e n "t` '1 A T �i rL 1"r-.SZ 3 31 > z►7s �r. ABHT STRUCTURAL ENGINEERS ♦/ -e c Ic ck__Y r C�),Qc.K cr e s ; ). pp* 4_ 0190 QOD NJ0", a Scr-F+'5 U» Standard Slotted Leg Track Section Properties Part No. Fy (ksi) Design ThicknessI. (in) Area (in') Gross Properties Weigght Ix Rx ly RySxx (lblfl) (in') (in) (In') (in) Effective Properties Ixx (in') (In') /dt,•4d-., a'_ •at : - 1 it ., 250SL7250-D20 57 0.0188 0.141 0.48 0.184 1.141 0.097 0.830 0.032 0.062 37 250SL7250.30E00 57 0.0235 0.176 0.60 0.230 1.142 0.121 0.829 0.046 0.083 55 250S1T250.33E0S 57 0.0295 0.221 0.75 0.289 1.143 0.152 0.828 0.065 0.110 90 250SL7250-33 33 0.0346 0.259 0.88 0.339 1.144 0.178 0.827 0.087 0.129 106 250517250-43E05 57 0.0400 0.300 1.02 0.393 1.145 0.205 0.826 0.100 0.149 173 250517250-43 33 0.0451 0.338 1.15 0.443 1.456 0.230 0.826 0.108 0.163 191 250517250-54 50 0.0566 0.424 1.44 0.565 1.155 0.287 0.824 0.141 0.213 379 250517250.68 50 0.0713 0.534 1.82 0.728 1.168 0.360 0.821 0.177 0.273 568 250517250-97 50 0.1017 0.761 2.59 1.086 1.195 0.506 0.815 0.249 0.399 1257 350517250-020 57 0.0188 0.160 0.54 0,372 1.526 0.109 0.824 0.046 0.129 37 350517250.30E4D 57 0.0235 0.200 0.68 0.466 1.527 0.135 0.823 0.067 0.175 55 350SLT250-33E0S 57 0.0295 0.251 0.85 0.585 1.528 0.169 0.822 0.096 0,235 90 3505LT250-33 33 0.034 0.294 1.00 - 0.687 1.528 0.198 0.821 0.138 0.286 106 350517250-43EQS 57 0.0400 0.340 w ` 1.16 0.794 1.529 0.229 0.820 0.153 0.331 " 173 • 350SL7250-43 33 0.0451 0.383 1.30 0.896 1.530 0.257 0.819 0.178 0.362 191 350517250.54 50 0.0566 0.480 1.63 1.137 1.538 0.321 0.817 0.232 0.471 379 350517250-68 50 0.0713 0.605 2.06 1.454 1.550 0.401 0.814 0290 0.598 568 350517250.97 50 0.1017 0.862 2.93 2139 1.575 0.563 0.808 0.409 0.867 1257 362517250-020 57 0.0188 0.162 0.55 0.401 1.573 0.110 0.823 0.048 0.140 37 362517250.30E00 57 0.0235 0.203 0.69 0.502 1.573 0.137 0.822 0.069 0.190 55 362517250-33E05 ` 57 0.0295 0.254 0.87 0.630 1.574 0.171 0.821 0.100 0.254 90 362517250-33 33 0.0346 0.298 1.01 0.740 1.575 0.200 0.820 0.144 0.312 106 '3625 1". • 57 0.0d06 0.345 1.17 0.856 1.576 0.231 0.819 0.159 0.359 173 362517250.43 33 0.0451 0.389 1.32 0.966 1.577 0.260 0.818 0.188 0.395 191 362517250.54 50 0.0566 0.487 1.66 1.224 1.585 0.324 0.816 0.244 0.512 379 362517250.68 50 0.0713 0.614 209 1,565 1.597 0.406 0.813 0.306 0.650 568 362517250-97 50 0.1017 0.875 2.98 2.300 1.621 0.570 0.807 0.432 0.942 1257 400517250.020 57 0.0188 0.169 0.58 0.496 1.712 0.113 0.818 0.053 0.173 37 400517250-30E00 57 0.0235 0.212 0.72 0.620 1.712 0,141 0.817 0.077 0.236 55 400SLT250-33E0S 57 0.0295 0.265 0.90 0.779 1.713 0.177 0.816 0.111 0.317 90 400517250.33 33 0.0346 0.311 1.06 0.914 1.714 0.207 0.815 0.162 0.396 106 400517250-43E05 57 0.0400 0.360 1.22 1.058 1.715 0.238 0.814 0.179 0.450 173 400517250.43 33 0.0451 0.406 1.38 1.193 1.715 0.268 0.813 0.219 0.502 191 400517250.54 50 0,0566 0.509 1.73 1.511 1.723 0.335 0.811 0.284 0.650 379 400517250-68 50 0.0713 0.641 2.18 1.928 1.735 0.418 0.808 0.356 0.825 568 400517250.97 50 0.1017 .0.913 3.11 2.823 1.758 0.587 0.802 0.502 1.192 1257 6005L7250-D20 57 0.0188 0207 0.70 1.214 2.422 0.128 0.786 0.081 0.420 37 600517250-30E0D 57 0.0235 0259 0.88 1,518 2.423 0.159 0.785 0.118 0.579 55 600517250.33E0S 57 0.0295 0.324 1.10 1.906 2.424 0.200 0.784 0.172 0.789 90 600517250.33 33 0.0346 0.380 1.29 2.236 2424 0.233 0.783 0.260 1.021 106 600517250.43E05 57 0.0400 0.440 1.50 2.585 2.425 0.269 0.782 0.283 1.145 173 600517250-43 33 0.0451 0.496 1.69 2.916 2.425 0.303 0.781 0.378 1.402 191 600517250.54 50 0.0566 0.622 2.12 3.678 2.432 0.377 0.779 0.478 1.769 379 600517250.68 50 0.0713 0.783 2.67 4.670 2.442 0.472 0.776 0.655 2,266 568 600517250.97 50 0.1017 1.116 3.80 6.767 2.462 0.662 0.770 0.960 3.253 1257 800511250-33E0S 57 0.0295 0.383 1.30 3.681 3.098 0.215 0.749 0.233 1.504 90 800517250.33 33 0.0346 0.450 1.53 4.318 3.099 0.252 0.748 0.358 1.994 106 80051.7250.43E0S 57 0.0400 0.520 1.77 4.992 3.099 0.290 0.747 0.387 2.216 173 8005LT250-43 33 0.0451 0.586 1.99 5.629 3.100 0.326 0.746 0.530 2.800 191 800517250-54 50 0.0566 0.735 2.50 7.090 3.106 0.407 0.744 0.671 3.522 379 80051.1250-68 50 0.0713 0.926 3.15 8.978 3.114 0.509 0.741 0.943 4.675 568 800517250.97 50 0.1017 1.320 4.49 12.944 3.132 0.713 0.735 1.536 6.835 1257 Table Notes 1. Gross properties based on the full section, not reduced for flange slots. 2. Effective properties based on a compression flange of 1/2` (before local buckling reductions) and a tension flange of 1." 3. Fur deflection calculations, use effective txx. 4. All properties based on unpunched webs. 5. Web depth Is equal to the nominal depth plus two times the design thickness, plus the Inside bend radius. 6. X-X properties are 'strong -axis' properties. Y-Y properties are about the 'weak -axis.' 7. Effective properties based on the "North American Specification for the Design of Cold -Formed Steel Structural Members," AI51 5100-07 / 52-10. 8. For S1: 1 Inch = 25.4 mm, 1 ksi - 6.8948 kPa, 1 lb/ft 14.594 N/m. C2018 SCAFCO • Effective 4i1119 and supersedes all previous information. • www.SCAFCO.com Na :1.. °a" JLnc s ( Pose ABHT STRUCTURAL ENGINEERS .c- eC. 00 V1 J C_ .e' C. K C 1 .. tote. ; fa c- t 04=- 33t<s(0.011z;,,.*)(t?) (r' ► f .1.- ,.=>P, ' >-3o V)6C.. USA $' 0.00101 4(.14)(4' i 1 04 .de- co op %$ -10 S,,,.rrQr-t• 44Je I<dt. = L4 1 0wf7its Oitvt C.ex CIO 0010ProbY NIP Mee dessipOon ABHT STRUCTURAL INSINSIIIKS 41.1-C4*-1- \WOO (it ()W.,/ C...k 44. c IC C-.04tte, „ ke.t, e 4 0 lie r ert C ) 0 fr6101.--jJorL Gook i= 01..(47 0,75 c‘OluIrPe4X0,(06.4)11(T,L,F.-7)-_-_- z.Jet= "Trsv /1-0' 00 Ecre L.ve 10 I • (/ k 4,7 tl Pst-C-A0L• 419 r 1.1c, Pr'A, C 41't OC—s+•- C r C 0 C) C- <-' .1 el.. 35 Page 2 of 3 ER-5367 steel members three full threads beyond the members and must be fully embedded into wood framing members. The distance from the center of a fastener to the edge and end of the steel and wood framing members shall not be less than 2 inches (51 mm). The minimum spacing in steel is 3/4 inch (19.1 mm). The minimum spacing in wood is determined in accordance with Sections 8.5.5 and 8.5.6 of the NDS-91, adopted as set forth in Chapter 23, Division III, Part I, of the 1997 Uniform Building Code IN (IJE3C). 2.4 Identification: Fasteners are embossed with four T's radiating from the shank on the top portion of the washer as shown in Figure 1. Each box of fasteners has a label bearing the I -LAG brand name, the manufacturer's name and address, the fastener type, the quantity, and the ICC-ES evaluation report number (ER-5367), as noted in Figure 2. Each wrapping of the hanger wires has a label bearing the DH hanger wire brand name, the manufacturer's name and address, the wire size, the quantity, and the ICC-ES evaluation report number (ER-5367), as noted in Figure 2. 3.0 EVIDENCE SUBMITTED Data in accordance with the Acceptance Criteria for Tapping Screw Fasteners (AC118), dated July 1996, and the Acceptance Criteria for Wood Screws (AC120), dated September 1999; reports of wire tension tests and DH screw pull-out and tension tests; installation instructions; and a quality control manual. 4.0 FINDINGS That the I-LAGIN Brand eye lag screws and wire system described in this report comply with the 1997 Uniform Building Coder", subject to the following conditions: 4.1 Fasteners are installed in accordance with the manufacturer's instructions and this report. 4.2 Allowable loads comply with Table 1. 4.3 Allowable loads shall not be Increased due to duration of load such as wind or earthquake forces. 4.4 Calculations shall be submitted to the building official, proving that applied loads are less than the allowable loads in this report. This report Is subject to re-examination in two years. TABLE 1—ALLOWABLE SCREW LOADS (pounds) I -LAG PART NUMBER STEEL (THICKNESS)" WOOD' No. 22 Gage (0.03 inch) No. 20 Gage (0.036 Inch) No. 18 Gage (0.047 Inch) No. 16 Gage (0.062 inch) Minimum 0 46 Specific Gravity Tension 45 Degrees' Tension 45 Degrees' Tension 45 Degrees' Tension 45 Degrees' Tension 45 Degrees' 750 SD or 750 SD DH 135 " 170 170 190 245 280 340 375 NA NA W300 or W300 DH NA NA NA NA NA NA NA _ NA , -4 ---- 270 140 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, NA = Not applicable psi = 6.9 kP 'Values are based on steel sheets having a minimum yield strength of 38,00 psi. 'Based on minimum 11/7-Inch screw penetration into wood member. 'Based on minimum three full threads protrusion beyond the steel member. 'Load applied 45 degrees from the longitudinal axis of the fastener. 36 Illsoldualpan f-or -0 COW 7ec1 ( • c51-69- vv\e,t- eu r a- s-c ABHT STRUCTURAL INGINSORS 3i 60 It') t-e-- 1 7-- 44- LtAr-4-5 19A/I!' e- 9 Owatc a 8 -0, oict den kr e.- 16.(1 136-c Ste, 3.1 6 t. 6 c-4°",•4_ - 0 " 0 • Table Notes 1. The centerline bend radius is based on inside corner radii shown in the steel thickness table on page 5. 2. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI S100 Section A7.2. 3. Tabulated gross properties are based on the full-unreduced cross section of the studs away from punchouts. Sec low eiz 4-tor, elrtles 4. For deflection calculations, use the effective moment of inertia. 5. Allowable moment is the lesser of M., and M.,. Stud distortional buckling is based on an assumed Kip = 0. 6. See page 5 for additional table notes. sec�4�Fy (Hi') PM) Grose Properties Ix Ss cal n fin'► 01 Effective Properties (01 (1'i vk) IM'k, Vag Ali) Jn� )° Torsional l� Properties (iI linl en) as 1625125-18 0.0188 33 0.080 0.27 0,038 0.046 0.686 0,016 0.447 0.034 0.031 0.61 0.65 302 100 0.009 0.009 -1.029 0.594 1.315 0.388 29.0 1625125-27 0.0283 33 0.120 0.41 0.056 0.068 0,682 0.023 0.443 0.055 0.053 1.05 1.14 494 106 0.032 0.013 -1.017 0.587 1.302 0,390 29.1 1625125-30 0.0312 33 0.131 0.45 0.061 0.075 0.681 0.026 0.441 0.060 0.060 1.19 1.29 543 106 0.043 0.014 -1.014 0.565 1.298 0,390 29.2 1625125.33 0.0346 33 0,145 0.49 0.067 0.083 0.679 0.028 0.440 0.066 0.069 1.37 1.48 601 105 0.058 0.016 -1,010 0.583 1.294 0.391 29.2 2505125-18 0.0188 33 0,097 0.33 0,099 0.079 1.014 0.019 0.439 0.089 0.059 1.17 1.03 258 196 0.011 0,023 -0.904 0.543 1.427 0.599 29.0 2505125.27 0.0283 33 0.144 0.49 0.147 0.118 1.009 0.027 0.434 0.144 0.097 1,92 1.83 685 344 0.039 0.034 -0.893 0.536 1.416 0,602 28.9 2505125.30 0.0312 33 0.159 0.54 0.161 0.129 1,008 0.030 0.433 0.159 0.110 2.17 2.09 632 378 0.052 0,037 -0.889 0.534 1.412 0.603 28.9 2505125.33 0,0346 33 0.176 0,60 0.178 0.142 1,006 0.033 0.431 0.175 0.125 2.48 2.41 975 399 0.070 0.040 -0.885 0.532 1.408 0.605 28,9 2505125.43 0.0451 33 0.227 0.77 0,228 0.182 1.001 0.041 0.426 0,225 0.177 3,49 3.43 1265 394 0.154 0.050 -0.873 0,525 1.396 0,608 28.9 2505125.54 0.0566 33 0,280 0,95 0,277 0.222 0.994 0.049 0.419 0.277 0.218 4.98' 5.07 1553 373 0.299 0.060 -0.859 0.518 1.379 0.812 26.8 250,5125.54 0.0566 50 0.280 0.95 0.277 0.222 0.994 0.049 0.419 0.274 0.209 6.25 6.17 2353 565 0.299 0.060 -0,859 0.518 1.379 0.612 23,3 2505125-68 0.0713 33 0.345 1.18 0.331 0.267 0.984 0.057 0,408 0.334 0.266 6.30' 6.32 1891 342 0,585 0.072 -0.839 0,508 1.356 0.617 26.5 2505125.68 0.0713 50 0.345 1.18 0.334 0,267 0.984 0.057 0.408 0.334 0.262 7.84 8.01 2866 519 0.585 0.072 -0.839 0.508 1.356 0,617 23.3 3505125-18 0.0188 33 0.115 0,39 0.215 0.123 1.366 0,021 0.423 0.203 0,072 1.42 1.47 180 159 0.014 0.050 -0.797 0.495 1.637 0,763 28,8 3505125-27 0.0283 33 0,173 0.59 0.320 0.183 1.361 0.030 0.418 0.315 0.130 2.57 2.65 614 359 0.046 0,072 -0,787 0.489 1.627 0,766 28.7 3505125.30 0.0312 33 0.190 0.65 0.351 0.201 1.359 0.033 0.417 0.346 0.150 2.96 3.04 824 436 0.062 0.079 -0.784 0.487 1,624 0.767 28.6 3505125.33 0.0346 33 0.210 0.72 0.387 0.221 1.358 0.036 0.415 0.382 0.175 3.45 3.53 1024 487 0,084 0,087 -0.780 0.485 1,620 0.768 28.6 3505125.43 0.0451 33 0.272 0.93 0.498 0.284 1.352 0.046 0.410 0.495 0.258 5.10 5.11 1739 631 0.184 0.109 -0.769 0.479 1,609 0.771 28.4 3505125.54 0.0566 33 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.608 0.328 6.49 6.87 2253 633 0.360 0.131 -0.755 0.471 1.593 0.775 28.4 3505125.54 0,0566 50 0.337 1,15 0.608 0.348 1,344 0.055 0,402 0.604 0.308 9.22 9.25 3372 947 0.360 0.131 -0.755 0.471 1.593 0.775 22.9 3505125-68 0.0713 33 0.417 1.12 0.739 0.422 1.332 0.064 0.391 0.737 0.409 9.67' 9.98 2774 592 0.706 0.156 -0.737 0.462 1.571 0.780 25.7 3505125-68 0.0713 50 0.417 1.42 0.739 0,422 1.332 0.084 0.391 0.737 0.400 11.97 1254 4202 897 0.706 0.156 -0.737 0,462 1.571 0.780 22.8 3625125-18 0.0188 33 0.118 0.40 0.234 0.129 1.409 0.021 0.421 0.221 0.075 1.48 1.52 173 163 0.014 0.054 -0.786 0.490 1.667 0.778 28,8 3625125-27 0.0283 33 0.176 0.60 0.347 0.192 1.404 0.031 0.416 0.342 0.135 2.67 2.75 592 370 0.047 0.079 -0.776 0.484 1.657 0.781 28.6 3625125.30 0.0312 33 0.194 0.66 0.381 0.210 1.402 0,033 0.415 0.376 0,156 3,08 3.17 794 449 0.063 0.086 -0.773 0.482 1.654 0.782 28.6 3625125.33 0.0346 33 0.215 0.73 0.421 0.232 1.400 0.037. 0.413 0.415 0.182 _ 3.59 3.67 1024 521 0,086 0,994 -0.69 0.480 1.650 0.783 28.5 3625125.43 0.0451 33 0.278 '95 0.540 0.298 1.395 0.046 0.408 0.537 0.269 5.31 5.33 1739 676 0.188 0.118 -0.758 0.473 1.639 0.785 28.4 3625125.54 0.0566 33 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.661 0.343 6.78 7.19 2341 705 0.367 0.142 -0.744 0.466 1.623 0.790 28.3 3625125.54 0.0566 50 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.656 0.321 9.62 9.65 3372 1016 0.367 0,142 -0.744 0.466 1.623 0.790 22,8 3625125-68 0.0713 33 0.426 1.45 0.803 0.443 1.374 0.065 0.389 0.802 0.430 8,51 8.76 2884 662 0,721 0.169 -0,726 0.457 1.602 0.795 28.2 3625125.68 0.0713 50 0.426 1.45 0.803 0.443 1.374 0,065 0,389 0.802 0.418 12,52 13.11 4370 1004 0.721 0.169 -0.726 0.457 1.602 0.795 22.7 4005125.18' 0.0188 33 0.125 0.42 0,294 0.147 1,536 0.021 0,414 0.281 0.083 1.64 1.68 156 156 0,015 0.068 -0,754 0.475 1.760 0,816 207 4005125-27 0.0283 33 0.187 0,64 0,438 0.219 1.531 0.031 0.410 0,431 0.151 2.97 3.07 533 398 0.050 0.09E -0.744 0.469 1,751 0.819 28,5 4005125.30 0.0312 33 0.206 0.70 0.481 0.240 1,529 0.034 0.408 0.474 0.174 3.44 3.53 715 484 0.067 0.107 -0.741 0.467 1.748 0,820 28.5 4005125-33 0.0346 33 0,228 0.77 0.531 0.265 1.527 0.038 0.407 0.524 0.203 4.01 410 976 595 0.091 0.118 -0.738 0465 1.744 0,821 28.4 4005125.43 0.0451 33 0.295 1.00 0.682 0.341 1.521 0.048 0.402 0.680 0.301 5.96 5,99 1739 810 0,200 0.148 -0.727 0.459 1.733 0.824 28.2 4005125.54 0.0566 33 0,365 1.24 0.835 0.418 1.512 0.057 0.394 0.835 0.387 7,65 8,12 2603 944 0.390 0.178 -0.713 0.451 1.718 0.828 201 4005125.54 0.0566 50 0.365 1.24 0.835 0.418 1.512 0.057 0,394 0.830 0.361 10.81 10.87 3372 1223 0.390 0.178 -0.713 0.451 1.718 0.828 22.7 4005125.68 0.0713 33 0,452 1.54 1.017 0.509 1.499 0.066 0.383 1,015 0.492 9.72 10.05 3215 895 0.767 0.213 -0.695 0.442 1.696 0.832 28.0 4005125.68 0.0713 50 0,452 1.54 1.017 0.509 1.499 0.066 0,383 1.015 0.474 14.18 14.84 4871 1356 0.767 0.213 -0.695 0.442 1.696 0.832 22.5 5505125.18" 0.0188 33 0.153 0.52 0.630 0.229 2.029 0,023 0.390 - 0.018 0.140 -0.651 0.423 2.166 0.910 22.9 5505125-27 0.0283 33 0.229 0.78 0.938 0.341 2.023 0.034 0.385 0.898 0.246 4,86 4.26 382 382 0.061 0.205 -0.641 0.417 2.157 0,912 27.9 5505125-30 0,0312 33 0.252 0.86 1.031 0.375 2.021 0.037 0.384 0.996 0.286 5.65 4.95 512 512 0.082 0.224 -0.639 0.415 2.154 0.912 27.9 5505125.33 0.0346 33 0.279 0.95 1.139 0.414 2.019 0.041 0,382 1.111 0.335 6.62 5.78 699 699 0,112 0.246 -0.635 0.413 2.151 0.913 27.8 5505125-43 0.0451 33 0,362 1.23 1.468 0.534 2.013 0.052 0.377 1.458 0.500 9.88 8.61 1550 1199 0.246 0.309 -0.625 0.407 2.141 0.915 27.6 5505125-54 0.0566 33 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.805 0.647 12.79 11.92 2739 1666 0.481 0,374 -0.613 0.401 2.126 0.917 273 5505125-54 0.0566 50 0.450 1.53 1,805 0.656 2.002 0.061 0.369 1.791 0.606 18.13 15.75 3093 1881 0.481 0.374 -0.613 0.401 2.126 0.917 22.1 5505125.68 0.0713 33 0.559 1.90 2.209 0.803 1.987 0,072 0.358 2205 0.801 18,94' 18.59 4347 2057 0,948 0.448 -0.597 0.392 2.106 0.920 24.6 5505125.66 0.0713 50 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 0.791 23.68 21.98 5350 2532 0.948 0.448 -0.597 0.392 2.106 0.920 21.8 6005125-18'' 0.0188 33 0.162 0.55 0.778 0.259 2.189 0.024 0.382 - - - - 0.019 0.172 -0.623 0.408 2.308 0,927 22,7 6005125.27' 0.0283 33 0.243 0.83 1.160 0.387 2.183 0.035 0.377 1.097 0.271 5,35 4.63 349 349 0.065 0.251 -0.614 0.402 2.299 0,929 27.7 6005125.30 0.0312 33 0.268 0.91 1.275 0.425 2.181 0.038 0.376 1.218 0.315 6.22 5.39 468 468 0.087 0.274 -0.611 0.401 2.296 0.929 27.6 6005125-33 0.0346 33 0.297 1.01 1.409 0.470 2.179 0.042 0.374 1.361 0,369 7.30 6,32 638 638 0,118 0.300 -0.608 0.399 2,293 0.930 27.6 6005125-43 0.0451 33 0.385 1,31 1.817 0.606 2.173 0.053 0.369 1.607 0.555 10.96 9.46 1416 1240 0.261 0,378 -0.598 0,393 2.284 0.931 17,3 6005125.51 0.0566 33 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.236 0.727 14.37 13.18 2739 1890 0,511 0.457 -0.586 0.386 2.269 0.933 27.1 6005125-54 0,0566 50 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.220 0.673 20,15 17.34 2823 1947 0.511 0.457 -0.586 0.386 2.269 0.933 21.9 6005125.68 0,0713 33 0.595 2.02 2.740 0.913 2.146 0,073 0.351 2.735 0.911 21,53' 20,65 4347 2339 1.008 0.548 -0.570 0.378 2.248 0.936 24.4 6005125.68 0,0713 50 0,595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 0.898 26.88 24.34 5350 2879 1.008 0,548 •0.570 0.378 2.248 0.936 21.6 8005125.33' 0.0346 33 0.366 1.25 2.881 0,720 2.806.0.044 0.347 2.656 0.507 10,02 8.22 474 474 0,146 0.582 -0,519 0.349 2.875 0.967 26.6 8005125-43 0.0451 33 0.475 1.62 3.721 0.930 2.799 0.056 0.342 3.581 0.773 15.27 12.56 1051 1051 0.322 0.735 -0.510 0.344 2.865 0.968 26.3 8005125.54 0.0566 33 0,592 2.01 4.593 1.148 2.786 0.066 0.335 4.566 1.035 20.46 17.87 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 26.0 8005125.54 0.0566 50 0,592 2.01 4.593 1.146 2,786 0.066 0.335 4.431 0.942 28.21 23.18 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 21.1 8005125.6E 0.0713 33 0.738 2.51 5.653 1.413 2,766 0.078 0.324 5.644 1.375 27.18 25,21 4221 3367 1.250 1.058 -0.485 0.330 2.829 0.971 25,6 8005125-68 0.0713 50 0,738 2.51 5.653 1.413 2.768 0,078 0.324 5.632 1.287 38.54 33,22 4221 3367 1.250 1.068 -0.485 0.330 2.829 0.971 20.8 'Web height -to -thickness ratio exceeds 200 Web stiffeners arc required et all support points and concentrated faads. 'Allowable moment includes cold work of forming. 'Where web height -to -thickness ratio eeseeds 260 or flange width -to -thickness rats exceeds 60, effective properties are not calculated. See AISI 5100 Section Bt. Application of these products in a non -composite design shall be approved by a design professional. Complies With 2009, 2012 and 2015 IBC www.SSMA.com 7 38 ESR-2196 I Most Widely Accepted and Trusted Page 6 of 10 DESIGNATION DESCRIPTION (size ..rei)3 NOMINAL DIAMETER (Inch) NOMINAL SCREW LENGTH (Inch) HEAD STYLE' NOMINAL HEAD DIAMETER DRILL POINT (Number) DRILLING / PIERCING CAPACITY (inch) LENGTH OF LOAD BEARING AREA' (inch) COATING' Min. Max. 6 X 2 PBH SD Zinc #6-20 0.138 2 PBH 0 322 1 0,033 0.088 1.625 Zinc-3 6 X 2 PBH SD Zinc Collated 46-20 0,138 2 P8H 0.322 1 0.033 0.088 1.625 Zinc-3 8 X 23/4 PBH SD #8-18 0,184 23/4 PBH 0.330 1 0.033 0.112 2,000 BP 8 X 23/4 PBH SD Zinc #8-18 0.164 23/I P8H 0,330 1 0.033 0,112 2,000 Zinc-2 8 X 23/4 PBH SD #8-18 0.164 234 PBH 0.330 1 0.033 0.112 2.250 BP 8 X 23/4 PBH SD Zinc 08-18 0.164 23/4 PBH 0.330 1 0,033 0.112 2.250 Zinc-2 8 X 3 PBH SO #6-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 BP 8 X 3 PB14 SD Zinc 08-18 0,164 3 PBH 0.330 1 0.033 0.112 2,625 Zinc-2 8 X 1'/4 PWH SD CMT BD #8-18 0 164 tnk, PWM 0.421 1 0.033 0,112 0.875 Tufcoat 8 X 13/4 PWH SD CMT BD 08-18 0,164 154 PWH 0.421 1 0.330 0.112 1.250 Tufcoat For SI: 1 Inch = 25.4 mm. 'Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 7For coating abbreviations, BP = Black phosphated per EN ISO 3892; DGP = Dark Grey phosphate per EN ISO 3892; Zinc-2 = EN/ISO 4042 A3F; Zinc-3 = electroplated zinc coating, Cr3+ passivated; Kwik-Cote = Proprietary organic zinc coating; CRC = Proprietary Duplex Coating; Tufcoat = Tufcoal forest green similar to ISO 10683. 3An 'S' In the thread designation indicates a double thread. Listed thread pitch is tor one thread only. 'Refer to Figure 12 for nominal screw length (L) and load bearing area (LBA) description. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (NoT/n). pounds -force' Steel F„ • 45 ksi Applied Factor of Safety, Q • 3.0 Screw Description Nominal Diameter (in.) Design thickness of member not in contact with the screw head (in.) 0.015 0.018 0.024 0,030 0.036 0.048 0.060 0.075 0.090 0.105 0.135 Self•driling Screws for Steel -to -Steel Connections 47•18 0.151 - - 69 92 116 144 173 202 260 08-18 0.164 - - - - 75 100 125 157 188 220 282 #10-12 410-16 #10-18 0 190 - - - - 87 116 145 182 218 254 ,----- ,- .4 z ir 327 . -7 #12-14 #12-24 0.216 - - - - 99 132 165 207 248 289 373 '/4-14 0.250 - - - - 115 153 191 239 287 333 430 Self -piercing Screws for Steel -to -Steel Connections° #8•185 0.164 37 49 68 86 109 - - - - - N10-12S 0,190 44 53 77 102 117 150 • • • • - For SI: 1 inch = 25.4 mm, 1 Ibf = 4,4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. ?Unless otherwise noted, load values are based upon calculations in accordance with Section E4 of AISI 5100. ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. 'To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD ft) factor of 0,5, 3For Ft, a 65 ksi steel, multiply values by 1.44, °Load values are based on testing In accordance with AISI S905. 39 ESR-2196 I Most Widely Accepted and Trusted Page 7 of 10 TABLE 3—ALLOWABLE TENSILE PULL -OVER LOADS (PloviO), FOR HILT I ASTM C1513 SCREWS, pounds -force"" Steel F„ = 46 kill Applied Factor of Safety, 0 = 3.0 Screw Description Washer or Head Diameter (in,) Design thickness of member in contact with the screw head (in.) 0,015 0,018 0.024 0 030 0,036 0.048 0.060 0.075 0.090 0 105 0 135 Hex Washer Head (HWH) or High Hex Washer Head (HHWH) #8-18S 0,315 106 128 170 08-18 0.335 113 136 181 225 271 - 363 453 567 660 790 1020 #10-16 #10-12S 0 399 135 162 215 268 -:-.1- 323 439 540 673 807 943 1210 #12-14 #12-24 0.415 140 168 224 279 337 447 560 700 840 980 1260 14-14 0.500 169 203 270 336 407 540 677 843 1010 1180 1520 Philips Pan Head (PPH) N8-18 0.311 _ 105 126 168 210 252 336 420 525 630 735 945 #10-16 0.364 123 147 197 246 295 393 491 614 737 860 1106 Philips Truss Head (PTH) #10-18 0.433 146 175 234 292 I 351 468 I 585 731 877 1023 I 1315 Phillips Pan Framing Head (PPFH) #7-18 0.303 102 j 123 164 205 245 1 327 409 511 614 716 920 Philips Pancake Head (PPCH) #10-16 0.409 138 166 221 276 331 442 1 552 1 690 828 I 966 1242 Torx Pancake Head (TPCH) #12-14 .0409 138 166 221 276 331 442 552 690 1 828 966 1242 Philips Ftat Truss Head (PFTH) #10-12 0.364 123 147 197 246 295 I 393 491 614 737 860 1106 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5. respectively must be used for design, 2Load values are based upon calculations In accordance with Section E4 of AISI S100. ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 3The allowable pull -over capacity for intermediate member thicknesses can be determined by interpolating within the table. 'To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4) factor of 0.5. sFor F. a 65 ksi steel, multiply values by 1.44. 40 ESR-2196 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4A-ALLOWABLE SHEAR (BEARING) CAPACITY OF STEEL-TO•STEEL CONNECTIONS USING HILTI ASTM C1513 SELF•DRILLING SCREWS, pounds-force""'s Steel F„ a 46 MI Applied Factor of Safety, 0 a 3.0 Screw Description Nominal Diameter (in.) Design thickness of member In contact with screw head, Design thickness of member not In contact with the screw head (in.) 0.036 0.048 0.060 0.075 0.090 0.105 0.136 (in.) 0.036 167 220 220 220 220 220 220 0.048 167 257 294 294 294 294 294 0.060 167 257 360 367 367 367 367 07-18 0 151 0 075 167 257 360 459 459 459 459 0.090 167 257 360 459 550 550 550 0 105 167 257 360 459 550 642 642 0.135 167 257 360 459 550 642 826 0,036 174 239 239 239 239 239 239 0.048 174 268 319 319 319 319 319 0.060 174 268 373 400 400 400 400 48-18 0.164 0.075 174 268 373 497 497 497 497 0,090 174 268 373 497 597 597 597 0.105 174 268 373 497 597 697 697 0.135 174 266 373 497 597 697 .-. 1119Z 0.036 188 277 277 277 277 277 277 0.048 188 289 370 370 370 370 . -.. VC- .-'1 010-12 0.060 188 289 403 463 463 463 463 810-16 0 190 0.075 168 289 403 563 577 577 577 810-16 0 090 188 289 403 563 693 693 693 0 105 188 289 403 563 693 807 807 0.135 188 289 403 563 693 807 1040 0.038 • 200 • 309 315 315 315 315 315 0.048 200 308 420 420 420 420 420 012-14 0.060 200 308 430 523 523 523 523 0 216 0.075 200 308 430 600 657 657 657 412-24 0.090 200 308 430 600 787 787 787 0 105 200 308 430 600 787 920 920 0.135 200 308 430 600 787 920 1180 0.036 215 340 363 363 363 363 363 0.048 215 331 467 487 487 487 487 0.060 215 331 463 607 607 607 607 0.250 0.075 215 331 463 647 760 760 760 0.090 215 331 463 647 850 910 910 0.105 215 331 463 647 850 1060 1060 0.135 215 331 463 647 850 1060 1370 Project Client Location Designed by Dale Page Sheet description Job No, ABHT STRUCTURAL ENGINEERS 5t C©-'jUoUS -f ' p r.m. Pin -r) £ 3 `TV �p 13,6 mi pert 1;1.4 ©t cur, L4r hif7 Ps r •oZ�v M (t?.'), . 0 -L G. % (122 )/ % o 151- 5 (.0Z43)(12')4 C112-8 = O. it kci- (Z' p �-' X t Z%2cly of 79 17 4- 744 A Co Z i 71 J w/ CZ)AJo. 9" SC2r{,W5 M/LJ- Vc.477- 3¢4- x Z S�iW 4, sy 1 Z S' Project Job No 42 Client Location Designed by Sheet description 1JA)2 U sE Dale r Page of ABHT STRUCTURAL ENGINEERS to L (�'' -r211A, 19Ar2 rW4-( OD, pew rsf or- Mat le? ki raw. 15 vet ce.Ae 0 teY• ~= A-T 2 31 " E r =� 234.e ©S ,. z Z10 41 ({leer L. - a IZ,S z l'Gj <Zoo r r 1ro r Project Job No. 43 Client Designed by Sheet description Date Location Page of CZ) 3CoZ5/ZS-33 64rie 7' a. U t\i-i-1/4, F7t. ?ley Cz);(025 Zco _ 33 r Z x a 177,..J `F = ©. 3 4- r4 4- -- to Z. x .037�n . 4.►S (.1417/2)( .211 /BHT STRUCTURAL ENGINEERS .q�S ) p 3 0 rt . n3x 62 •catto z- /a S 4 < 2.2 2- 44 Project Client Designed by Sheetdescripio© Dale °cation Coli0Ec.T ©( stq -. 1Z • Page 0 _1f Job No ABHT STRUCTURAL ENGINEERS , N Q LAJAGC •. /<rcceed, ,A-r ¢ -',o ©.G. 0,44,4 S7i© 7f Ll%Ixi4-(5A-ree ►d-3 . 5ioe ar IGU.>. C5) aci. �© SI t. i,K1S /d 7b 1(ia y-72 ttrtlJ� P GL IG.utert, y4 .1.10 X , g � , t©s- (4,.o; L ltlx )4 614CpE,c 3u • v 35) + c olliA ) • ©4 3' c.1-- Project 45 Client Designed by Sheet description Date Location f!c/ice P4,7- ,J &- (e-49,kir. %1slo�l r� scams 2/© u Of Page Le - of '. (54' Jaw 3x72.11-� . . 4z© r7rAviox AUG e " . St© xicao-j1 / i?" % lf.•-1 fi oz1 4.47,„ e .l6 . ABHT STRUCTURAL ENGINEERS t2 '1 t ti) 5 (1.3 sc-n,G.,7 TA SZ62 c-f-c4.--,3 k. •2I0 / /3 tL ,1t,44' -4- • ©72 u� �3) do. /© Scit V4A41.0 : . i 77 77 z .©54- �J r A- ,s oo z62. 1,17s 4 014.4. Iry Project Client Designed by Sheet description Date Location Page Job No Kai- uUt4t?c 4/je rzeco /JcffyioriLE. r 21o4XG," = 0.315 ..rr 4 4 /LE6 0 4x.3,C 14 Ir . O 7Z r11,0.I&00 pc_ ?x '-8rx i2 ('A( - A B H T STRUCTURAL ENGINEERS PeSTIIA) Le) r-Wr-c D w/ Cep) F-.(o . to sc.n c....) (3) pwr . sn f� Zoom+ Care 3.0 SouthCenter 17250 SouthCenter Parkway, Suite #136, Tukwila, WA 98188 Outline Specifications Permit Set July 19, 2019 Prepared for Zoom+ Health Insurance Prepared By TVA Architects, Inc. Lva bi 1094 REGISTERED ARCHITECT • BERT LEWIS THOMPSON STATE OF WASHINGTON REVIEWED FOR CODE COMPLIANCE APPROVED AUG 29 2019 City of Tukwila BUILDING DIVISION CaV ® d JUL292019 RUN CSVER Zoom+ Care 3.0 — SouthCenter July 19, 2019 ., 17250 SouthCenter Parkway, Suite #136,Tukwila, WA 98188 INTRODUCTION 10 PROJECT DESCRIPTION 1010 Project Summary The Zoom+ Care 3.0 project consists of an interior tenant improvement at an existing retail space in an existing building and includes: • Selective Interior Demolition • Utility upgrades as required by AHJs and franchise utilities • Interior wall framing, ceilings, finishes, and restrooms Project Location: 517 Union Street, Seattle, WA 98101 1020 Project Program Major Program Elements: • Welcome and Waiting Area • Three Universal Care Rooms • Pharmacy Lab • One Restroom • Workroom • Test Nook • Storage 1030 Project Criteria Available Project Information: • Acoustic Design: Reference Memo included at the end of Outline Specifications by Daly Standlee & Associates, dated April 14, 2011. 1050 Owner's Work Coordinate with Owner for products furnished by Owner for installation into the Work. The Work may include receiving, unloading, handling, storing, protecting, installing, and making building services connections for Owner -furnished products. A SUBSTRUCTURE - NOT USED B SHELL (AS REQUIRED PER SCOPE) B20 EXTERIOR VERTICAL ENCLOSURES B2010 Exterior Walls B2010.10 0 w Outline Specifications Page 2 of 8 Zoom+ Care 3.0 — SouthCenter July 19, 2019 17250 SouthCenter Parkway, Suite #136,Tukwila, WA 98188 07 24 00 Exterior Portland Cement Stucco Design Basis System: 3-coat ASTM C 926 Portland Cement Stucco Plaster over metal lath. Provide the following: • Stabilized high -density PE drainage panel, typical, over WRB. • Galvanized expanded metal lath, ASTM C 847. • Extruded aluminum reveals where new finish meets existing finish and as shown in Elevation. • Aluminum, Zinc Alloy or galvanized metal comer reinforcement, corner and casing beads. • Pre -mixed, vapor -permeable, 100% Acrylic Polymer finish coat. • Align face of new finish with existing and match existing finish texture. • Coordinate Exterior Painting Work Scope and Specification with Owner. B2010.20 Exterior Wall Construction 0611 00 Wood Framing Exterior Framing: • Depth: Nominal 2 x 6"- Verify in Field, to match existing, typical. • Grade: KD DF, No. 2. • Spacing: 16" OC, unless otherwise noted on Drawings. • GL manufactured per ANSIA190.1 or Solid Sawn lumber header as noted on Drawings. 0616 00 Sheathing Plywood Sheathing: APA PRP-108 Performance Standard, APA-Rated Exposure 1 15/32" panel B2010.30 Exterior Wall Interior Skin 09 20 00 Reference Element C for Gypsum Wall Board B2010.80 Exterior Wall Supplementary Components 07 25 00 Weather Barriers WRB Design Basis product: DuPont Tyvek Commercial Wrap. Install WRB using DuPont Flashing Systems Flexwrap and Straightflash at seams and penetrations per manufacturer standard details unless otherwise detailed in Drawings for 10-year Manufacturer Warranty. B2010.90 Exterior Wall Opening Supplementary Components 07 92 00 Joint Sealants Install backer -rod and component -compatible sealants consistent with requirements for full adhesion and manufacturer's standard 10-year warranty. Tape out for and tool sealant joints for straight, true and clean installation, typical at storefronts and where indicated at exterior and interior locations. • Joints at Concrete: One -part polyurethane • Joints at Windows, EIFS and sheet metal flashings: Low -modulus silicone • Horizontal Joints Subject to Traffic: Self -leveling, two-part polyurethane. B2020 Exterior Windows Outline Specifications Page 3 of 8 Zommn+Care 3.0—SmmthCmntmr July 19'3D19 . B2030-20 Exterior Window Wall 08 43 00 Storefronts • Provide Aluminum Storefront System and Entry in locations and sizes indicated, matching existing Storefront System shown "to remain" o Extrusion profiles n F|uormpo|ymmrcolor and finish o |<3U thickneoa, co|or, coating o Spacers and gmskebnQ ° New storefronts must meet mrexceed 2D15Seattle Building Code /|ECC Commercial Code requirements for composite U-fmotor.BHGCand \/LT. • Provide safety glazing where required (3O168B[Section 24O6). • Provide sub sill and color -matched sheet metal flashing mtgrade. B3010 Roofing B3010.50 Low Slope Roofing 07 5000 Low Slope Membrane Roofing Provide Single -Ply Membrane or Built Up Roofing, protection board, tapered po| imocymnurmteinau|eUon.canbs.chcketa.vaporretmnder'Oenib|emndwheet-nneba| flashings matching existing roof system and components for seamless installation and 10-year manufacturer standard warranty at and around new, roof -mounted equipment curbs, VTRs and miscellaneous Tenant Improvement -required roof penetrations. C INTERIORS CIO INTERIOR CONSTRUCTION CIOIO Interior Partitions CIOIOAO Interior Fixed Partitions Non -Structural Metal Framing Steel Studs and Runners: ASTK8C845. " Depth: 3-5/8-inohstuds, typical unless otherwise indicated on Drawings. ° Thickness: 20gmuge. • Spacing: 1Oinches o.o..typical unless otherwise indicated onDrawings Deep -Leg Deflection Track: ASTK8C845 top runner with 2-inoh'dempflanges. Flat Strap and Backing Plate: Steel sheet for blocking and bracing inlength and width Suspension Systems: • Tie Wire: AGTMAG41.Class 1zinc coating,soft temper, U.OG2inch-diammter wire, mvdouble strand of0.O48'inch'diameterwire. = Wire Hangers: ASTM A 64 1, Class 1 zinc coating, soft temper, and 0. 16 inch in diameter. • Carrying Channels: Co|d-roUad, commercial -steel sheet with m base metal thickness ofU.O538 inoh, e minimum 1/2-inch-wide flmngm, and in depth indicated. Equipment Backing: Plywood panels as indicated on Drawings. Coordinate with Owner for equipment requirements. Outline Specifications Zoom+ Care 3.0 — SouthCenter July 19, 2019 ' 17250 SouthCenter Parkway, Suite #136,Tukwila, WA 98188 Installation: Comply with ASTM C 754. 09 29 00 Gypsum Board Gypsum Board, Type X: ASTM C 1396, typical unless otherwise indicated on Drawings. • Thickness: 5/8 inch. Acoustical Sealant: Manufacturer's standard nonsag, paintable, nonstaining latex sealant complying with ASTM C 834. Product effectively reduces airborne sound transmission through perimeter joints and openings in building construction as demonstrated by testing representative assemblies according to ASTM E 90. Sound -Attenuation Blankets: ASTM C 665, Type I. • Install blankets before installing gypsum panels unless blankets are readily installed after panels have been installed on one side. STC-Rated Assemblies: Seal construction at perimeters, behind control joints, and at openings and penetrations with a continuous bead of acoustical sealant. Install acoustical sealant at both faces of partitions at perimeters and through penetrations. Comply with ASTM C 919 and with manufacturer's written instructions for locating edge trim and closing off sound -flanking paths around or through assemblies, including sealing partitions above acoustical ceilings. Application and Finishing of Gypsum Board Panels: • Comply with ASTM C 840. • Finish Levels: Level 4, typical, except provide Level 5 at locations to be determined by Owner. C1030 Interior Doors C1030.10 Interior Swinging Doors 08 11 13 Hollow Metal Frames Interior Steel Frames. • Hardware Preparation: Factory prepare hollow -metal frames to receive templated mortised hardware, and electrical wiring; include cutouts, reinforcement, mortising, drilling, and tapping. • Prime Finish: Clean, pretreat, and apply manufacturer's standard primer. • Paint to match wall color. 08 14 16 Flush Wood Doors Interior Solid Core Doors for Opaque Finish: • Faces: Hardboard or MDF. • Core: Particleboard. C1030.90 Interior Door Supplementary Components 08 71 00 Door Hardware Refer to Drawings. C1070 Suspended Ceiling Construction C1070.10 Acoustical Suspended Ceilings 09 51 13 Acoustical Panel Ceilings Outline Specifications Page 5 of 8 Zoom+ Care 3.0 — SouthCenter July 19, 2019 17250 SouthCenter Parkway, Suite #136,Tukwila, WA 98188 Acoustical Panels: Armstrong Cortega Second Look II 15/16", Angled Tegular, 24" x 48" x 5/8", or approved. Suspension System: Armstrong Prelude 15/16". Install acoustical panel ceilings according to ASTM C 636/C 636M, seismic design requirements, and manufacturer's written instructions. C20 INTERIOR FINISHES 09 91 23 Interior Painting VOC Content: Less than 50g/L. Materials for use within each paint system shall be compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience. C2030 Flooring C2030.50 Resilient Flooring 09 65 13 Resilient Base and Accessories Thermoset Rubber Base: ASTM F 1861, Type TS. • Thickness: 0.125 inch. • Refer to Drawings for height, manufacturers, styles and colors. 09 65 19 Resilient Tile Flooring Luxury Vinyl Tile: Refer to Drawings for manufacturers, styles and colors. D SERVICES (Not Applicable) E EQUIPMENT AND FURNISHINGS E20 FURNISHINGS E2010 Fixed Furnishings E2010.30 Casework 12 36 00 Countertops Core Materials: Particle board, ANSI A 208.1, or medium -density fiberboard, ANSI A 208.2. • At Sinks: Provide particle board or medium -density fiberboard made with exterior glue or exterior grade plywood. High -Pressure Decorative Laminate: NEMA LD 3, Grade HGP. • Refer to Drawings for manufacturers, styles and colors. Installation: • Assemble countertops and complete fabrication at Project site to the extent that it was not completed in the shop. Outline Specifications Page 6 of 8 , Zoom+ Care 3.0 — SouthCenter July 19, 2019 17250 SouthCenter Parkway, Suite #136,Tukwila, WA 98188 • Install countertops level, plumb, true, and straight. Shim as required with concealed shims. • Anchor securely by screwing through corner blocks of base cabinets or other supports into underside of countertop. F SPECIAL CONSTRUCTION AND DEMOLITION F30 DEMOLITION F3030 Selective Demolition F3030.10 Selective Building Demolition Provide temporary support as needed adjacent exterior wall shown as to be removed, including Aluminum Entry and Storefront, Glazing, EIFS, Flashings, WRB, sheathing and framing. Protect paving and wall areas adjacent demolition from incidental damage. Remove and sort, recycle and/or dispose of all demolished materials as directed by Owner. F3030.30 Selective Interior Demolition Following GC -Owner confirmation of existing superstructure requirements, coordinate protection and temporary support for existing exterior elements, utilities and infrastructure indicated to remain with GC, MEP and Fire Protection Design Builder requirements. Remove interior partitions, doors and frames, floor and ceiling finishes as indicated in Drawings. G SITEWORK G10 SITE PREPARATION G1020 Site Elements Demolition G1020.50 Selective Site Demolition Remove existing Concrete sidewalk, concrete curb and AC paving where shown in Drawings as to be removed. G20 SITE IMPROVEMENTS G2020 Parking Lots G2020.10 Parking Lot Pavement 32 10 00 Parking Lot Base Course and Flexible Paving Prepare and compact soil and granular layers prior to parking lot pavement installation. Provide granular and asphaltic pavement in lifts of 6 inches or less to grades meet existing paving grade and BO curb/ramp elevations indicated. AC Paving cross slope not to exceed 2% at Accessible Route path of travel. G2030 Pedestrian Walkways Outline Specifications Page 7 of 8 Zommm+Care 3.0—SmmthCmnten July 18,2O1S 17250GouthCerterParkway, Suite #136,0kwi|a.WAS@188 G2030.10-.G2030.30 Pedestrian Pavement, Curbs and Ramps Prepare and compact soil and granular layers prior to placing minimum 4,000 psi,air- entrained concrete curb, walk and ramp. Provide medium broom finish perpendicular to path of travel and without shiners, typical. Install tooled contraction control joints as indicated in Drawings or at 5-0" OC maximum spacing where not indicated. Install fiber expansion material and pourable sealant adjacent bui|ding/m\ typical. Place top of curb at ramp 2^ above adjacent paving elevation, and limit cross slope bo2%maximum. G2060.30 Exterior(Accessible Parking) Signage Provide Accessible Parking Stall ai nagm as shown and consistent with Washington State DOT & Seattle Department of Transportation (SDOT) placement, footing, size, height and gnmphic/finiohStendmndo. END OF OUTLINE SPECIFICATIONS Outline Specifications Memo Daly • Standlee & 4900 S.W. Griffith Drive Suite 205 Beaverton. Oregon 97005 (503) 646-4420 Date: April 14, 2011 Fox (503) 646-3385 To: From: Mike Raley Madison Ford Re: ZoomCare Acoustic Design Services DSA File #: 123111 ociates, Inc. Per our discussions and meeting at the Tanasbourne clinic, you and Heather would like to look at several options for improving speech privacy at the new ZoomCare Mississippi clinic aw well as future clinics. This memo de ails the following: wall construction, ceiling construction, door seals, construction details and the reduction of "cross -talk" through shared ductwork. Where appropriate, we have given several options for you to consider and have included the performance (in terms of the Speech Privacy Index) for each of those options so that you and Heather can determine which options you want to include in the construction of the new clinic. The information provided is not meant to detail a specific design for achieving adequate speech privacy, but is intended to provide enough general information for you and Heather to make educated decisions about what noise control measures you choose to take. Between exam rooms there are several different sound transmission paths that need to be considered: directly through the demising wall, through the ceilings and over the demising wall, through the doors and around the demising wall and through shared ducts. When we visited the Tanasbourne clinic the path through the doors and around the demising wall seemed to be the weakest link due to the large gap underneath the doors. The wall and ceiling seemed to provide adequate sound isolation, and when the gap under the door was blocked with a jacket there was a noticeable improvement in the speech privacy. Table 1 below shows several different wall constructions that could be used at the ZoomCare clinic. Wall Type 1 is currently used at the ZoomCare Tanasbourne clinic. The other wall types shown provide options for light and heavy gauge studs and various STC ratings. Table 1 also gives a description of the wall constructions, the STC rating associated with the wall type and some pros and cons of the various wall constructions. 123111- Memo - Draft V3.0.doc Page 1 of 6 ZoomCare Acoustic Design Services TABLE 1 Wall Type Sketch Description STC Rating & Basis Pros Cons 1 • 3.1/2' 25 gauge steel studs, 16" O.C. • 1 Iayer of type X gypsum board on each side • 3-1/2" batt insulation STC 46studs NRCC TI -93.075 • • Light gauge studs behave like RC & help• reduce sound transmission • Inexpensive way to achieve relatively high STC wall Light gauge may not a strong enough for some applications .- F. ��()�c �c �cfc Snc„�c„� I am �92222x)cxxxl , - 2 • 3-1/2' 20 gauge steel studs, 16' O.C. • 1 Iayer of type X gypsum board on each side • 3-1/2" batt insulation STC 34 NRCC TL-93-157 • Heavy gauge studs provide a strong base for hanging objects and structural requirements • Low STC for the same basic wall design as Wall #1 r 1 VieetAtietegetet :22292222 3 • 3-1/2" 20 gauge steel studs. 16" O C • 1 Iayer of type X gypsum board on each side • 3-1/2" batt insul • Resilient Channel, 16' O.C. STC 41 NRCC TL-93-121 • Strength of y gauge studs • Resilient channel can easily be short-circuited during construction or if heavy objects are attached to the wall r weiteevim ' woomfrord 4 • 3-1/2" 20 gauge steel studs, 16" O.C. • 1 layer of type X gypsum board on one side side and 2 on the other side • 3-1/2' batt maul • Resilient Channel, 16' STC 50 NRCC TL-93-120 • Strength of heavy gauge studs • Resilient channel can easily be short short-circuited durconstruction or if heavy abjectare attacheed to the wall +I' ��y�lt�t�t� atteit�� ' u .1 5 • 3-1/2' 25 gauge steel studs, 16' O.C. • 1 layer of type XXOg On CRe side and 2 on the other side • 3-1/2" batt insulation STC 52 NRCC TL-93-350 • Light gauge studs behave like RC & help reduce sound transmission •Light gauge studs may not bo strong n or some applications r + 123111- Memo - Draft V3.0.doc April 14, 2011 Page 2 of 6 ZoomCare Acoustic Design Services Table 2 lists various combinations of sound isolation options and the resulting Speech Privacy Index through the specific path addressed so that you can assess the cost -to -benefit ratio of using the different options. TABLE 2 Sound Path Configuration Background Noise Level' Speech Privacy Index` Background Noise Level' Speech Privacy Index' Exam Room to Hall to Exam Room • 1-3/4" solid core door (with leaks) • Wall Type 1 NC 25 None NC 35 None • 1-3/4' solid core door (sealed) • Wall Type 1 NC 25 Transitional NC 35 Confidential • 1-3/4" solid core door (with leaks) • Wall Type 2 NC 25 None NC 35 None • 1-3/4" solid core door (sealed) • Wall Type 2 NC 25 Transitional NC 35 Confidential Exam Room to Exam Room • Wall Type 1 NC 25 Confidential NC 35 Confidential • Wall Type 2 NC 25 Transitional NC 35 Confidential • Wall Type 3 NC 25 Confidential NC 35 Confidential Exam Room to Ceiling Plenum to Exam Room • 5/8" gypsum board hung ceiling • 5/8" gypsum board hung ceiling NC 25 Confidential NC 35 Confidential Exam Room to Exam Room via ductwork • 6' of 6' diameter unlined duct NC 25 None NC 35 None • 90° elbow • 9' of 6" diameter 1' lined flex duct NC 25 Confidential NC 35 Confidential Exam Room to Hall • 1-3/4" solid core door (with leaks) • Wall Type 1 NC 30 None NC 40 None • 1-3/4" solid core door (sealed) • Wall Type 1 NC 30 None NC 40 Normal • 1-3/4" solid core door (with leaks) • Wall Type 2 NC 30 None NC 40 None • 1-3/4" solid core door (sealed) • Wall Type 2 NC 30 None NC 40 Normal Note 1: For exam and patient moms a background noise level of NC 25 to NC 35 is typically recommended. For clinic corridors a background noise level of NC 30 to NC 40 is typically recommended. Note 2: The order of speech privacy index ratings, in order from lowest to highest, is: none, poor, transitional, normal and confidential. Based on our experience at the Tanasbourne clinic and the data presented above, special attention should be given to addressing the sound transmitted via the doors and common ducts. Providing a good seal around the doors will significantly improve the speech privacy for little cost. Also, if a good door seal is not provided, this leak will undermine any improvements made to increase the sound reduction through the walls, ceilings and shared ductwork. The typical 123111- Memo - Draft V3.0.doc April 14, 2011 Page 3 of 6 ZoomCare Acoustic Design Services way of sealing the gap between the door and the floor is with sweeps and drop seals. With the gaps left unsealed there is no speech privacy between exam rooms or between the exam rooms and the hall. However, when the drop seal is added and properly adjusted, a much higher Speech Privacy Index (SPI) can be achieved. A door sweep would give a lower SPI rating than a drop seal, but it would still be an improvement over a gap between the bottom of the door and the floor. Pemko and Zero are manufacturers of sweeps and drop seals that we typically suggest. Similarly, untreated ductwork that is shared between rooms can be a significant sound transmission path and can undermine the sound isolation provided by the walls and ceilings. Typically, 1" fiberglass lined duct can provide enough sound attenuation between rooms to ensure adequate speech privacy if there is sufficient length available between rooms. Ninety degree elbows in the duct will cause some of the sound to reflect back, providing more attenuation. Lined flexible duct can significantly reduce the amount of sound that radiates from the grille or register but, if the ceiling is not a hard gypsum board ceiling, the use of flex duct can result in problems with duct breakout noise. Nine feet of lined flexible duct with a 90° elbow will provide the attenuation necessary to acoustically isolate the transfer of noise between exam rooms through the duct. Shared ductwork and poor (or no) door seals are two major sources of leaks between rooms, but there are a number of other possible leaks that can diminish the sound isolation provided between rooms. These leaks can include the following: electrical boxes, pipe/duct penetrations, gaps at wall/wall and wall/ceiling joints and places where walls abut window mullions. Appendix A contains several general construction details that address these common sources of leaks. When we met at the Tanasbourne clinic you and Heather expressed concern about the transmission of toilet room sounds, specifically that of the toilet flushing, to adjacent exam rooms. The noise from a toilet flushing can be transmitted to adjacent rooms in two ways: airborne sound in the room that passes through the wall and structure -borne sound that gets transmitted from the drain pipe to the wall. In order to isolate the airborne sound, the wall and ceiling constructions need to provide adequate transmission loss for the high sound levels (on the order of 90 dBA) generated by a toilet flushing. Table 3 lists the different walls from Table 1 and the predicted NC level in an adjoining room that would result if that wall were used. TABLE 3 Wall Type NC Level in Exam Room 1 31 2 41 3 29 4 26 5 30 Note 1: For exam and patient rooms a background noise level of NC 25 to NC 35 is typically recommended. For clinic corridors a background noise level of NC 30 to NC 40 is typically recommended. 123111 - Memo - Draft V3.0.doc April 14, 2011 Page 4 of 6 ZoomCare Acoustic Design Services In order to isolate structure -borne sound, the supply and drain pipe need to be isolated from the wall. Appendix A contains detail drawings showing general methods for isolating supply and drain pipes. A number of companies manufacture noise isolation products for plumbing applications. Holdrite is one such company that we typically suggest. 123111- Memo - Draft V3.0.doc April 14, 2011 Page 5 of 6 ZoomCare Acoustic Design Services APPENDIX A 123111 - Memo - Draft V3.0.doc April 14, 2011 Page 6 of 6 DP.1E• VCS 07/12/2010 aom210136 /fLP PACK MIN. I/ 2", MAX. I" MOM 5&Ae25 Of PLCf MIL, Et/1/441M5AeOtA/2 PECfCFENAK CallINUOU59CAP Of ACWINVENIA6, 1X.SLENt AC -Obi -CAL CA1LK ovum oN roue 51050f Pla PUCITMeiP ) 1" : aPR141 FOAM f0 t LP13"CK MIN. 1/ 4", MAX ,/ 8" PROM 5aN2 OF PIM OZCONPlif FOR PIPe P aW.VM130/1,12 rat ifLP atig MIN. I/ 4", MAX .5/13" AVM alFAC: OF PM or calor 17ON OF PIP/ CONPUIr Pale 0 .YW 2" 141g 13Y1-1/4" THICX aow �LL AEOPFEAF kilger APPLfP 10 eACH5IffACFa au 1031 APITOPRIAT AP1f5lif ro Acr As tmaciw FOP 1605TICAL CA1LK V P PLO" 5fleUCI1ON I" Wig 13Y / 4" 111C1C a0P Cat Afalne 1213XF ROW PM TO ACT A5 153ACKIA6 FOC4C01511Cdt CALK g NON414MING, CALK 10 fla ex caw CONI1M125 !VP c NOWPIETXMAK, ffatittrACOU511CA CALK TO fill 01:5MNG VOW PIT a caw OF 12FYWAtt CON5TUCT7ON Da y-Standlee & Associates, Inc. ph: 503-646-4420 fax: 503-646-3385 email: DSA@acoustechgroup.00m Wall Penetration Detail Scr—tr None VC S DATE 07/09/2010 PROJECT NO. MAN WA515 GM , 00. I IOW OR WNW IF FLOOR PEAEIMON • JP . . '; • "" . * 4'MWMW \.... , In...i.N Feerail.55 ex minta. ir Ow- AION-HAMIAK e5LEAff WOOL IN511/1170V 40 AC011511011- VLANf Daly-Standiee & Associates, Inc. ph: 503-646-4420 fax: 503-646-3385 emali: DSA@acoustechgroup.com WASTE LINE ISOLATION Scale: None Pealed Engineer VCS DATE: 07/09/2010 PROJECT NO. Resilient Pads u,'NONE "CLEAt'M.cm AP'cW2 (M'.) CONI1NU215 PEAP OF ACN-H NIAK: £ 9'LIENfAC21511CAl. CAILK PLIYALL UVIII2 Kh-OU(!at5 PL EXIPL E COi W r 1411 H 6" LACK W1MKNOCK-OLIlCA 5(fYP.) PER24"kLfV r.,,,,,A,.. •ahat SS, IP TS AllA V 1r 1We 010.0° WWW 'la 0! d d r -1 ..4W NI g Pr ) 1 "CLmowcEALL Away (fYP.) h —) 130XE5 fOPE .9'ACePAPAK'rMffJ. a 24" 9Nate 5111P Witt PDXE5 LOPE SPAEPAPAPIMIN, 24" OIirLerea PINYPAfa ,mi i7 TOPACK510 a X?XE5 IN ROOM5 I NI1H AKI156 alfER V AC-2E 6fLE55 INCERIA/NACOU5flCAGLY5 NS'17VrROOMS (14ftkE NOW al IA:65), QOX I. L EAE'LO e12PY5-51I nGYP511,1130M12PDX ORPUTTY PAP LLL PEPLACEPONPAZ 5I1r OFAll00XE5 2V 1VIH5IGL5G1= WALL Pure 517JP WA G 000 r ilu •: 1, te�f e+T'1 tilrx'.s LOXES fO13 5 CEPAPAYMIN. 24" Daly-Standlee & Associates, Inc. ph: 503-646-4420 fax: 503-646-3385 email: DSA@acoustechgroup.com Electrical Receptacles in Drywall Sc:as None Pro�ct Enpinocf vcs DATE 07/09/2010 PROJECT NO. ABHT STRUCTURAL ENGINEERS July 22, 2019 Ms. Erin Brouillett, Associate TVA Architects, Inc. 920 SW Sixth Avenue, Suite 1500 Portland, OR 97204 RE: Zoom+Care SOUTHCENTER Tenant Improvement 17100-17250 Southcenter Parkway, Tukwila, WA Dear Erin, 1640 NW Johnson St. Portland, OR 97209 Tel 503.243,6682 Fax 503.243.6622 www.abht-structural,com REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 2019 • City of Tukwila BUILDING DIVISION Attached are structural calculation sheets 1 through 40 dated July 2019, which verify the structural adequacy of the proposed interior non -bearing steel stud framing details as shown on sheets S1.01 and S1.02 dated July 19, 2019. The design was based on the 2015 International Building Code as amended by the State of Washington. Please call us if you have any questions. Sincerely, Clinton J. Ambrose, P.E., S.E. 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(.78 j�,4 oti ✓ /1/1441014 4. 34 l to (1) 34,21' rz.s ok ✓ 4 celi n.l UGUS - Sip 1.1413 up ,aw- I4©S © MTt- 57tJo kf,3 r c- w/ CZ) Jc L $ • 12 Project Client Designed by Sheet description Location Date Job No. Page of ABHT STRUCTURAL ENGINEERS PE 5 cpj 0A-,„1 --n Jt7 5 reef—. a- 601-0-- Ct./ 9 tzle. ID" 74- 44. PZU g tJ4 ,455 ap4e; 7/74-"t .. L. ifa &rt./ l<5t: 2 ) N5 2 oos., Z.Le i;n46 . 4 t7e-stt.„3 5456 It AJ,LaceL4 —r ,./ ) cJi. Sc_./m3 • 2'7. k-s use. C3tAjCJCJ 5 "4- 102../ • (0)) FILLe-r ocuo 44.6100. A.pAt-tri 2_16,1'4 -7 ,ciu,144 ott i Project Client Designed by Sheet description ©Ly5k,L.1 Date Location Page 1 (4 1 of tL z 2.1 ABHT STRUCTURAL ENGINEERS u SIC 5, I ilku,44.„ 14 www.hilaus Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos, No.: Date: P ofis Anchor 2.7.6 6/21/2019 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + HAS-E 3/8 Effective embedment depth: hatopu = 2.750 in. (Norm = 2.750 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/201613/1/2018 Proof: Design method ACI 318-11 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. Anchor plate: lx x ly x t = 6.000 in, x 7.500 in. x 0.375 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC): (L x W x T) = 3.000 in. x 3,000 in. x 0.188 in. Base material: uncracked concrete, 3000, fc= 3,000 psi; h = 4.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension; condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading [lb, in.114 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL.9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 15 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Profis Anchor 2.7.6 Page: 2 Project: Sub -Project I Pos. No.: Date: 6/21/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3,364 96 96 0 2 3,364 96 96 0 max. concrete compressive strain: 0.53 [7.,)] max. concrete compressive stress: 2,295 [psi] resulting tension force in (x/y)=(0.000/0.000): 6,728 [lb] resulting compression force in (x/y)=(2.739/0.000): 6,728 [lb] 3 Tension load y 2 Tension Compre ( 01 Load N. [Ib] Capacity 4, N, [lb] Utilization N = N.drit Nn Status 3 sion Steel Strength' 3,364 3,653 Bond Strength** 6,728 7,207 Sustained Tension Load Bond Strength' N/A N/A Concrete Breakout Strength** 6,728 6,494 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4) Variables [in.2] refer to ICC-ES ESR-3187 ACI 318-11 Table D.4.1.1 fut. [psi] 0.08 Calculations Nsa [lb] 5,620 Results Nsa [lb] 5,620 72,500 4) steel 0.650 (1) Nsa [lb] 3,653 Naa [lb] 3,364 93 OK 94 OK N/A N/A 104 not recommended Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF1S Anchor ( c ) 2003-2009 HIIU AG, FL-9494 Scheer, Hilt is a registered Trademark of Hilti AG, Schoen 16 www. h ilti.uS Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos, No.: Date: Profis Anchor 2.7.6 3 6/21/2019 3,2 Bond Strength Nag 41 eci.Na 41 ec2,Na tifed,Na41 cp,Na Nba 4) Nat, Nua ANa = see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) ANao = (2 CNa)2 CNa = 10 d rcro ec.ela et.4 5 1.0 cNa 141 aa,Na = 0.7 + 0.3 (Carn:) 5 1.0 1.0 cis) 5. W ccl" Nba = ), a k,c • da hef Variables k,c,uncr [psi] 2,261 eci,N [in.] 0.000 Calculations cN. [in.] 5.352 ect,Na 1.000 Results Nag [lb] 11,088 da [in.] 0.375 ec2,N [in.1 0.000 hal [in.] 2.750 Cac [in.] 6.901 ACI 318-11 Eq. (D-19) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) ca,m,r, [in.] 1.000 AN (in.2] ANa0 Iin.21 kt, ed,Na 173.44 114,57 1.000 41 ec2,Na 1.000 bond 0.650 cp,Na 1.000 4) Nag [lb] 7,207 Nba [lb] 7,325 Naa [lb] 6,728 [Pcll 2,261 input data and results must be checked for agreement with the existing conditions and for plausibility! PK/FM Anchor ( c ) 2003.2009 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan 17 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 4 6/21/2019 3.3 Concrete Breakout Strength Nag = (t)I ec.N W ed,N 11 c,N y cp,N Nb Ncb, z Nua AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) AN,0 W ec,N W ed.N ‘If cp.N Ng = 9 1 = (1 + 2 1.0 •,ief = 0,7 + 0.3 (.1c1T,::f) 1.0 = MAX(-. 1 .5her) 5 to Cac Cac Variables he [in.] 2.750 Cac [in.] 6.901 Calculations AN, [in.] 113.44 Results Nag [lb] 9,991 eciA [in.] 0.000 kc 24 ANco (in,2] 68.06 4) concrete 0.650 ea,N [in.] 0.000 1.000 W act N 1.000 ACI 318-11 Eq. (D-4) ACI 318-11 Table DA.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) ca.,„,„ [in.] f[psi] 3,000 ec2,N 1.000 (I) Nog [Ib] [lb] 6,494 6,728 c.N 1.000 eci.N 1.000 cic.N Nb [Ib] 1.000 5,995 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 HSU AG, FL-9494 Schaan Hilti is a registered Trademark of HUN A. Schaan 18 reMO, • www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 6/21/2019 4 Shear load Load V[lb] Capacity 4) V„ [lb] Utilization p, = V, Status Steel Strength* 96 2,022 5 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 192 13,988 2 OK Strength con(rols)** Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V„ = (0-6 Awl rule) Vsteel Variables [in.21 0.08 Calculations V„ [lb] 3,370 Results Vs, [lb] 3,370 refer to ICC-ES ESR-3187 ACI 318-11 Table D.4.1.1 luta [Psi] 72,500 11) steel 0.600 (0.6 Aso, f„),) [lb] 3,370 4, Vs, [lb] Vua [lb] 2,022 96 4.2 Pryout Strength (Concrete Breakout Strength controls) , AN = Kcp tif ec,N ecl.N 4>c.N 41 cp.N Nbi (I) Vcpg 2 Vu. ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANee = 9 h,2i, 2 e5 ‘11 ec,N = 1 + N1.0 3 hef ed,N = 0.7 + 0.3 (icagnhnol) 1.0 Wc, „in 1.5h„) co4 = MAX c 5 1.0 Nb = ks ACI 318-11 Eq. (0-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (0-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kcp her [In,] ecl.N [in.) ec2,N [in.] Cam. tin.] 2 2.750 0.000 0.000 . c,N cas [in.] kc ( [Psi] 1.000 6.901 24 1.000 3,000 Calculations Nk [in.z] ANco pn.21 W ecl,N 41 ec2,N 41 ecl,N W cp.N Nb [Ib] 113.44 68.06 1.000 1.000 1.000 1.000 5,995 Results Vspg [Ib] . concrete 4, V,, [lb] V„, [Ib] 19,982 0,700 13,988 192 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ) 2003-2009 Hill AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 19 www.hiltl.us P o is Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 6/21/2019 5 Combined tension and shear loads pN OV C Utilizationp" roj Status 1.036 0.047 1.000 91 OK ONV ' ON + OV) 11.2 <= 1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor, Input data and results must be checked for agreement with the existing conditions and for plausibility! .• Condition A applies when supplementary reinforcement is used. The itI) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install HIM adhesive anchors. Reference ACI 318-11, Part 0.9.1 Fastening does not meet the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schoen 20 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 7 6/21/2019 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 3.000 x 3.000 x 0.188 in. Hole diameter in the fixture: cif 0.438 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole 7.1 Recommended accessories Drilling Anchor type and diameter: HIT-HY 200 + HAS-E 3/8 Installation torque: 180.000 in.lb Hole diameter in the base material: 0.438 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. according to instructions for use is required Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit 3.000 • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush y I& 3.000 • Dispenser including cassette and mixer • Torque wrench 2 0 0 0 U) 3.000 3.000 Coordinates Anchor in. Anchor x 1 0.000 -2.750 2 0.000 2.750 c.„ c.y x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan HIIS is a registered Trademark of Hilli AG, Schaan 21 www,hiltLus Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos, No.: Date: 8 6/21/2019 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with HiIti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you, Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, If applicable, carry out the updates of the Software offered by Hilt: on a regular basis, If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Table Notes 1. The centerline bend radius is based on inside corner radii shown in the steel thickness table on page 5. 2. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI S100 Section A7.2, 3. Tabulated gross properties are based on the full-unreduced cross section of the studs away from punchouts. 4. For deflection calculations, use the effective moment of inertia, 5, Allowable moment is the lesser of Mai and Mat. Stud distortional buckling is based on an assumed Kcp = 0, 6. See page 5 for additional table notes. Section Thickness Desi n (In) Fy v. ' Area (In') Weight (Ibift) Gross Properties Ix Sx Rx (1n") (in') (in) ly (ini Ry (in) Ixe (in") Effective Properties Sze Mal Mad Vag (in') (In-k) (in-k) (Ib) Vanet (Ib) Jx1000 (in") Torsional Properties Cw Xo m Ro (in) (in) (in) (in) rt 0 Lit (in) 1625125.18 0.0188 33 0.080 0.27 0.038 0.046 0,686 0,016 0.447 0,034 0.031 0.61 0.65 302 100 0.009 0.009 -1.029 0.594 1.315 0.388 29,0 1625125-27 0.0283 33 0.120 0.41 0.056 0.068 0.682 0.023 0.443 0.055 0.053 1.05 1.14 494 106 0.032 0.013 -1.017 0.587 1.302 0.390 29.1 1625125-30 0.0312 33 0.131 0.45 0.061 0.075 0.681 0.026 0.441 0.060 0.060 1.19 1.29 543 106 0.043 0.014 -1.014 0.585 1.298 0.390 29.2 162S125.33 0.0346 33 0.145 0.49 0.067 0.083 0.679 0.028 0.440 0.066 0.069 1.37 1.48 601 105 0.058 0.016 -1.010 0.583 1.294 0.391 29.2 2505125-18 0.0188 33 0.097 0.33 0,099 0.079 1.014 0.019 0.439 0.089 0.059 1.17 1,03 258 196 0.011 0.023 -0.904 0.543 1,427 0.599 29.0 2505125-27 0.0283 33 0.144 0.49 0.147 0.118 1.009 0.027 0.434 0.144 0.097 1.92 1.83 685 344 0.039 0.034 -0.893 0.536 1.416 0.602 28.9 2505125.30 0.0312 33 0.159 0.54 0.161 0.129 1.008 0.030 0.433 0.159 0.110 2.17 2.09 832 378 0.052 0.037 -0.889 0,534 1.412 0.603 28.9 2505125.33 0.0346 33 0.176 0.60 0.178 0.142 1.006 0,033 0,431 0,175 0,125 2,48 2.41 975 399 0.070 0.040 -0.885 0,532 1.408 0.605 28,9 2505125-43 0.0451 33 0.227 0.77 0.228 0.182 1.001 0.041 0.426 0.225 0.177 3.49 3.43 1265 394 0.154 0.050 -0.873 0.525 1.396 0.608 28.9 2505125.54 0.0566 33 0.280 0.95 0.277 0.222 0.994 0.049 0.419 0.277 0.218 4.98 2 5.07 1553 373 0.299 0.060 -0.859 0.518 1.379 0.612 26.8 2505125-54 0.0566 50 0.280 0.95 0.277 0.222 0.994 0.049 0.419 0.274 0.209 6.25 6.17 2353 565 0.299 0.060 -0.859 0.518 1.379 0.612 23.3 2505125.68 0.0713 33 0.345 1.18 0.334 0.267 0.984 0.057 0.408 0.334 0.266 6.302 6.32 1891 342 0.585 0.072 -0.839 0.508 1.356 0.617 26.5 2505125.68 0.0713 50 0.345 1.18 0.334 0.267 0.984 0.057 0.408 0.334 0.262 7.84 8.01 2866 519 0.585 0.072 -0.839 0.508 1.356 0.617 23.3 3505125-18 0.0188 33 0.115 0.39 0,215 0.123 1.366 0.021 0.423 0.203 0.072 1.42 1,47 180 159 0.014 0.050 -0,797 0,495 1.637 0.763 28.8 3505125.27 0.0283 33 0.173 0.59 0.320 0,183 1.361 0.030 0.418 0.315 0.130 2.57 2.65 614 359 0.046 0.072 -0.787 0.489 1.627 0.766 28.7 3505125.30 0.0312 33 0.190 0.65 0.351 0.201 1.359 0.033 0.417 0.346 0.150 2.96 3.04 824 436 0.062 0.079 -0.784 0.487 1.624 0.767 28.6 3505125.33 0.0346 33 0.210 0.72 0.387 0.221 1.358 0.036 0.415 0.382 0.175 3.45 3.53 1024 487 0.084 0.087 -0.780 0.485 1.620 0.768 28.6 3505125-43 0.0451 33 0.272 0.93 0.498 0.284 1.352 0.046 0.410 0.495 0.258 5,10 5.11 1739 631 0.184 0.109 -0.769 0.479 1.609 0.771 28.4 3505125-54 0.0566 33 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.608 0.328 6.49 6.87 2253 633 0.360 0.131 -0.755 0.471 1.593 0.775 28.4 3505125.54 0.0566 50 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.604 0.308 9.22 9.25 3372 947 0.360 0.131 -0.755 0.471 1.593 0.775 22.9 3505125-68 0,0713 33 0.417 1,42 0.739 0.422 1.332 0.064 0.391 0.737 0.409 9.672 9.98 2774 592 0.706 0.156 -0.737 0.462 1.571 0.780 25.7 3505125.68 0.0713 50 0.417 1.42 0.739 0,422 1.332 0.064 0.391 0.737 0.400 11.97 12.54 4202 897 0,706 0.156 -0.737 0.462 1,571 0,780 22.8 3625125.18 0.0188 33 0,118 0.40 0,234 0.129 1.409 0.021 0.421 0.221 0.075 1.48 1.52 173 163 0.014 0.054 -0.786 0.490 1.667 0.778 28.8 3625125-27 0.0283 33 0.176 0.60 0.347 0.192 1.404 0.031 0.416 0.342 0.135 2.67 2.75 592 370 0.047 0.079 -0,776 0.484 1.657 0.781 28.6 3625125-30 0.0312 33 0.194 0.66 0.381 0.210 1.402 0.033 0.415 0.376 0.156 3.08 3.17 794 449 0.063 0.086 -0.773 0.482 1.654 0.782 28.6 3625125-33 0.0346 33 0.215 0.73 0.421 0.232 1.400 0.037 0,413 0.415 0.182 3.59 3.67 1024 521 0.086 0.094 -0.769 0.480 1.650 0.783 28.5 3625125-43 0.0451 33 0.278 0.95 0.540 0.298 1.395 0.046 0.408 0.537 0.269 5.31 5.33 1739 676 0.188 0.118 -0.758 0.473 1.639 0.786 28.4 3625125-54 0.0566 33 0,344 1.17 0.661 0.365 1.386 0.055 0.400 0.661 0,343 6.78 7.19 2341 705 0.367 0.142 -0.744 0.466 1.623 0.790 28.3 3625125-54 0.0566 50 0,344 1,17 0.661 0.365 1,386 0.055 0.400 0.656 0.321 9.62 9.65 3372 1016 0.367 0.142 -0.744 0.466 1.623 0.790 22.8 3625125.68 0,0713 33 0.426 1.45 0.803 0.443 1.374 0.065 0.389 0.802 0.430 8.51 8.76 2884 662 0.721 0.169 -0.726 0.457 1.602 0.795 28,2 3625125-68 0.0713 50 0.426 1.45 0.803 0.443 1.374 0.065 0.389 0.802 0.418 12.52 13.11 4370 1004 0.721 0.169 -0.726 0.457 1.602 0.795 22.7 4005125-18' 0,0188 33 0.125 0.42 0.294 0.147 1.536 0.021 0.414 0.281 0.083 1.64 1.68 156 156 0.015 0.068 -0.754 0.475 1.760 0.816 28.7 4005125-27 0.0283 33 0.187 0.64 0.438 0.219 1.531 0.031 0.410 0.431 0.151 2.97 3.07 533 398 0.050 0.098 -0.744 0.469 1.751 0.819 28.5 4005125-30 0.0312 33 0.206 0.70 0.481 0.240 1.529 0.034 0.408 0.474 0.174 3.44 3.53 715 484 0.067 0.107 -0.741 0.467 1.748 0.820 28.5 4005125-33 0.0346 33 0.228 077 0.531 0.265 1.527 0.038 0.407 0.524 0.203 4.01 4.10 976 595 0.091 0.118 -0.738 0.465 1.744 0.821 28.4 4008125-43 0.0451 33 0.295 1.00 0.682 0.341 1.521 0.048 0.402 0.680 0.301 5,96 5.99 1739 810 0.200 0.148 -0.727 0.459 1.733 0,824 28.2 4005125.54 0.0566 33 0.365 1.24 0.835 0.418 1.512 0.057 0.394 0.835 0.387 7.65 8.12 2603 944 0.390 0.178 -0.713 0.451 1.718 0.828 28.1 4005125-54 0.0566 50 0.365 1.24 0.835 0.418 1.512 0.057 0,394 0.830 0.361 10.81 10.87 3372 1223 0.390 0.178 -0.713 0.451 1.718 0.828 22.7 4005125-68 0.0713 33 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 0.492 9.72 10.05 3215 895 0.767 0.213 -0.695 0.442 1.696 0.832 28.0 4005125-68 0.0713 50 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 0.474 14.18 14.84 4871 1356 0.767 0.213 -0.695 0.442 1.696 0.832 22.5 5505125-181•' 0.0188 33 0.153 0.52 0.630 0.229 2.029 0.023 0.390 - - - - - - 0.018 0.140 -0.651 0.423 2.166 0.910 22.9 5505125-27 0.0283 33 0.229 0.78 0.938 0.341 2.023 0.034 0.385 0.898 0.246 4.86 4.26 382 382 0.061 0.205 -0.641 0.417 2.157 0.912 27.9 5505125-30 0.0312 33 0.252 0.86 1.031 0.375 2.021 0.037 0.384 0.996 0.286 5.65 4.95 512 512 0.082 0.224 -0.639 0,415 2.154 0.912 27.9 5505125.33 0.0346 33 0.279 0.95 1.139 0.414 2.019 0,041 0.382 1,111 0.335 6.62 5.78 699 699 0.112 0.246 -0.635 0,413 2.151 0,913 27.8 5505125-43 0,0451 33 0.362 1.23 1.468 0.534 2.013 0.052 0,377 1,458 0.500 9.88 8.61 1550 1199 0.246 0.309 -0.625 0.407 2.141 0.915 27.6 5505125.54 0.0566 33 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.805 0.647 12.79 11.92 2739 1666 0.481 0.374 -0.613 0.401 2.126 0.917 27.3 550S125-54 0.0566 50 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.791 0.606 18.13 15.75 3093 1881 0.481 0.374 -0.613 0.401 2.126 0.917 22.1 5505125.68 0.0713 33 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 0.801 18.94 2 18.59 4347 2057 0.948 0.448 -0.597 0.392 2.106 0.920 24.6 5505125.68 0.0713 50 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 0.791 23.68 21.98 5350 2532 0.948 0.448 -0.597 0.392 2.106 0.920 21.8 6005125-181' 0.0188 33 0.162 0.55 0.778 0.259 2.189 0.024 0.382 - - - - - - 0.019 0.172 -0.623 0.408 2.308 0.927 22.7 1 6005125.27' 0.0283 33 0.243 0.83 1,160 0.387 2.183 0.035 0.377 1.097 0,271 5.35 4.63 349 349 0.065 0.251 -0.614 0.402 2.299 0.929 27.7 6005125.30 0.0312 33 0.268 0.91 1,275 0.425 2.181 0.038 0.376 1.218 0.315 6.22 5,39 468 468 0.087 0.274 -0.611 0.401 2,296 0,929 27.6 6005125.33 0.0346 33 0.297 1.01 1.409 0.470 2.179 0.042 0.374 1.361 0.369 7.30 6.32 638 638 0.118 0.300 -0.608 0.399 2.293 0.930 27.6 6005125-43 0.0451 33 0.385 1.31 1.817 0.606 2.173 0.053 0.369 1.807 0.555 10.96 9.46 1416 1240 0.261 0.378 -0.598 0.393 2.284 0.931 27.3 6005125-54 0.0566 33 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.236 0.727 14.37 13.18 2739 1890 0.511 0.457 -0.586 0.386 2.269 0.933 27.1 6005125.54 0.0566 50 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.220 0.673 20.15 17.34 2823 1947 0.511 0.457 -0.586 0.386 2.269 0.933 21.9 6005125.68 0.0713 33 0.595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 0.911 21.532 20.65 4347 2339 1.008 0.548 -0.570 0.378 2.248 0.936 24.4 6003125-68 0.0713 50 0.595 2,02 2.740 0,913 2.146 0,073 0.351 2.735 0.898 26.88 24.34 5350 2879 1.008 0.548 -0.570 0.378 2.248 0.936 21.6 8005125.33 1 0.0346 33 0.366 1.25 2.881 0.720 2.806 0.044 0.347 2.656 0.507 10.02 8.22 474 474 0.146 0.582 -0.519 0.349 2.875 0.967 26,6 8005125-43 0,0451 33 0,475 1.62 3.721 0.930 2.799 0.056 0.342 3,581 0.773 15.27 12.56 1051 1051 0.322 0.735 -0.510 0,344 2.865 0.968 26.3 8005125-54 0.0566 33 0.592 2.01 4.593 1.148 2.786 0.066 0.335 4.566 1.035 20.46 17.87 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 26.0 8005125.54 0.0566 50 0.592 2.01 4.593 1.148 2.786 0.066 0.335 4.431 0.942 28.21 23.18 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 21.1 8005125-68 0.0713 33 0.738 2.51 5.653 1.413 2.768 0.078 0.324 5.644 1.375 27.18 25.21 4221 3367 1,250 1.068 -0.485 0.330 2.829 0.971 25.6 8005125-68 0.0713 50 0.738 2.51 5,653 1.413 2.768 0.078 0.324 5.632 1.287 38.54 33.22 4221 3367 1.250 1.068 -0.485 0,330 2.829 0.971 20.8 'Web height -to -thickness ratio exceeds 200. Web stiffeners are required at a// support points and concentrated loads. A/lowab/e moment includes cold work of forming. 'Where web height -to -thickness ratio exceeds 260 or flange width -to -thickness ratio exceeds 60, effective propert/es are not calculated. See AISI S100 Section 81. Application of these products in a non -composite design shall be approved by a design professional. Section Design Thickness (in) FGross Si) Area (in') Weight (Iblft) Properties Ix Sx Rx (in) (in') (in) ty (in') Ry (in) Ixe (in') Effective Sze (in') Properties Mal Mad Vag (in-k) (In-k) (Ib) Vanet (Ib) Jx1000 (in') Torsional Properties Cw Xo m Ro (in') (in) (In) (in) in ) 362S137-33 0.0346 33 0.236 0.80 0.479 0.264 1.424 0,059 0,501 0.479 0.232 4.59 4.73 1024 521 0.094 0.165 -1.003 0.615 1.813 0.694 34.7 3625137-43 0.0451 33 0.306 1.04 0.616 0.340 1.419 0,075 0,497 0.616 0.320 6,32 6.65 1739 676 0.207 0.208 -0.991 0.608 1.801 0.697 34.6 3625137.54 0.0566 33 0.379 1.29 0.756 0.417 1.411 0,091 0,490 0.756 0.402 7.94 8.24 2341 705 0.405 0.251 -0.978 0.601 1.785 0.700 34.6 3625137.54 0.0566 50 0.379 1,29 0.756 0.417 1.411 0.091 0,490 0,756 0.381 11.42 11,91 3372 1016 0.405 0.251 -0.978 0.601 1.785 0.700 27.9 3625137.68 0.0713 33 0.470 1.60 0.922 0.509 1.401 0,109 0.480 0.922 0.498 9,84 10.05 2884 662 0.797 0.302 -0.959 0.592 1.764 0,704 34.6 3625137-68 0.0713 50 0.470 1.60 0.922 0,509 1.401 0,109 0.480 0.922 0.493 14.77 15.24 4370 1004 0.797 0.302 -0.959 0,592 1,764 0.704 27.8 3625137-97 0.1017 33 0.648 2,20 1.229 0.678 1,377 0,137 0.46 1,229 0,662 16.36 16.75 3922 577 2.233 0.390 -0.922 0.573 1.720 0.713 30.9 3625137-97 0.1017 50 0.648 2.20 1.229 0.678 1,377 0.137 0.46 1.229 0.662 24.1 24.67 5943 875 2.233 0.390 -0,922 0.573 1.720 0.713 25.1 3625162-33 0.0346 33 0.262 0.89 0.551 0.304 1.450 0.099 0,616 0,551 0.268 5.29 5.43 1024 521 0.105 0.297 -1.308 0.789 2.048 0.592 42.6 3625162-43 0.0451 33 0.340 1.16 0.710 0.392 1.445 0.127 0.611 0.710 0.372 7.34 7,62 1739 676 0.230 0.376 -1.297 0.782 2,036 0,594 42.5 3625162-54 0.0566 33 0.422 1.44 0.873 0.481 1.438 0.154 0.604 0.873 0.466 9.22 9.51 2341 705 0.451 0,457 -1.283 0.774 2.020 0.597 42.5 3525162-54 0.0566 50 0.422 1.44 0.873 0.481 1.438 0.154 0.604 0,873 0.444 13.28 13,59 3372 1016 0.451 0.457 -1,283 0.774 2.020 0.597 34.4 3625162.68 0.0713 33 0.524 1,78 1.069 0.590 1.429 0.186 0.596 1.069 0.579 11.43 11.65 2884 662 0.887 0,552 -1.264 0.765 1.998 0.600 42.7 3625162-68 0,0713 50 0.524 1.78 1.069 0,590 1.429 0.186 0.596 1.069 0.574 17.18 17,65 4370 1004 0.887 0,552 -1.264 0.765 1.998 0.600 34.3 3625162-97 0.1017 33 0,724 2.46 1.435 0.792 1,408 0.241 0.577 1.435 0.776 18.62 19.00 3922 577 2.496 0.723 -1.226 0.745 1,954 0,606 38.9 3625162-97 0.1017 50 0.724 2.46 1.435 0.792 1.408 0.241 0.577 1.435 0.776 27.52 28.08 5943 875 2.496 0,723 -1.226 0.745 1.954 0.606 31.5 3625200.33 0.0346 33 0.297 1.01 0.648 0.358 1.478 0,177 0.772 0.647 0,294 5.81 6.19 1024 521 0.118 0,577 -1.741 1,030 2,411 0.478 53.6 3625200-43 0,0451 33 0,385 1.31 0,836 0.461 1474 0.227 0.767 0.836 0.427 843 8.70 1739 676 0,261 0,734 -1.729 1.024 2.398 0.480 53.5 3625200-54 0.0566 33 0.479 1.63 1.030 0.568 1.467 0.277 0,761 1.030 0.553 10.93 11.23 2341 705 0.511 0.896 -1,715 1.016 2.382 0.482 53.6 3625200-54 0.0566 50 0.479 1.63 1.030 0.568 1.467 0.277 0.761 1.030 0.490 14.66 15.47 3372 1016 0,511 0.896 -1.715 1.016 2.382 0.482 43.3 3629200.68 0.0713 33 0.595 2.02 1.265 0.698 1.458 0.337 0,753 1.265 0.687 15.29' 15.54 2884 662 1.008 1.089 -1.696 1.006 2.360 0.484 50.6 3625200.68 0.0713 50 0.595 2,02 1.265 0.698 1.458 0.337 0.753 1.265 0.666 19.95 20,51 4370 1004 1.008 1.089 -1.696 1.006 2.360 0.484 43.3 3625200.97 0.1017 33 0.826 2.81 1.711 0.944 1.44 0.446 0.735 1.711 0.928 21.59 21.95 3922 577 2.847 1,441 -1.658 0.986 2.315 0.487 50.0 3625200-97 0.1017 50 0.826 2.81 1.711 0.944 1.44 0.446 0.735 1.711 0.928 32,03 32.57 5943 875 2.847 1.441 -1.658 0.986 2.315 0.487 40.5 3625250.43 0.0451 33 0.43 1„46 0.98 0.541 1.51 0.385 0.946 0.98 0.449 8.88 9.35 1739 676 0.292 1.230 -2.199 1.277 2.830 0.396 64.2 3625250.54 0.0566 33 0.535 1,82 1.21 0.668 1.504 0.473 0.94 1.21 0.582 11,51 12.46 2341 705 0.571 1.506 -2.184 1.269 2.813 0.397 64.3 3625250-54 0.0566 50 0,535 1.82 1.21 0.668 1.504 0.473 0.94 1.205 0.514 15.40 16.54 3372 1016 0.571 1.506 -2.184 1.269 2.813 0.397 52.0 3625250.68 0.0713 33 0.666 2.27 1,49 0.822 1.496 0.578 0,931 1,49 0.774 16.85 17.68 2884 662 1,129 1.837 -2.165 1.259 2.791 0.398 61.4 3625250-68 0.0713 50 0.666 2.27 1.49 0.822 1.496 0,578 0.931 1.49 0.689 20.63 22.17 4370 1004 1.129 1.837 -2.165 1,259 2.791 0.398 52.0 3625250.97 0.1017 33 0,927 3.16 2.027 1.118 1.478 0.772 0.912 2.027 1.100 24.85 25.26 3922 577 3.197 2.452 -2.126 1.239 2.746 0.400 61.0 3625250-97 0.1017 50 0.927 3.16 2.027 1.118 1.478 0.772 0.912 2.027 1.046 35.17 36.93 5943 875 3.197 2.452 -2.126 1.239 2.746 0.400 49.3 362S300-54 0.0566 33 0.592 2.01 1.390 0.767 1.533 0,734 1.114 1.383 0.607 11.99 13.22 2341 705 0.632 2.316 -2.659 1.522 3.265 0.337 74.5 3625300-54 0.0566 50 0.592 2.01 1.390 0.767 1.533 0,734 1.114 1.312 0.529 15.83 17.34 3372 1016 0.632 2.316 -2.659 1.522 3.265 0.337 60,2 3625300-68 0.0713 33 0.738 2.51 1.716 0,947 1.525 0.900 1.105 1.716 0.811 16,02 17.65 2884 662 1.250 2.833 -2.640 1.512 3.243 0.337 74.9 3625300.68 0.0713 50 0.738 2,51 1.716 0,947 1.525 0.900 1.105 1.684 0.716 21.44 23.42 4370 1004 1.250 2.833 -2.640 1.512 3.243 0.337 60.4 3625300-97 0.1017 33 1.029 3.50 2.343 1.292 1.509 1.213 1.086 2.343 1.217 26.95 28.61 3922 577 3.548 3.803 -2.600 1.491 3.196 0.338 71,6 3625300-97 0.1017 50 1.029 3,50 2.343 1.292 1.509 1.213 1.086 2.32 1.150 34,42 36.41 5943 875 3.548 3,803 -2.600 1.491 3.196 0.338 60.9 4005137.33 0.0346 33 0.249 0.85 0.603 0,301 1.556 0.061 0.496 0.603 0,259 5.12 5.29 976 595 0.099 0.204 -0.965 0,597 1.897 0.741 34,5 4005137.43 0.0451 33 0.323 1.10 0.776 0,38E 1.551 0.078 0.491 0.776 0.359 7.09 7.47 1739 810 0,219 0.257 -0.954 0.591 1.885 0.744 34.3 4005137-54 0.0566 50 0.401 1.36 0.953 0.477 1.542 0.094 0.484 0.953 0.428 12.82 13.38 3372 1223 0.428 0.311 -0.940 0.583 1.870 0.747 27,7 4005137.68 0,0713 33 0.497 1.69 1.165 0.582 1.531 0.112 0,475 1.165 0.567 11.21 11.51 3215 895 0,842 0.375 -0.922 0.574 1.849 0,751 34.2 4005137-68 0.0713 50 0.497 1.69 1.165 0.582 1.531 0.112 0.475 1.165 0.558 16.70 17.44 4871 1356 0.842 0.375 -0.922 0.574 1.849 0.751 27.6 4005137-97 0.1017 33 0,686 2.33 1.557 0.779 1.507 0.142 0.454 1.557 0.764 18.88 19.23 4394 797 2.365 0.486 -0.885 0.555 1.806 0.760 30.5 4005137.97 0.1017 50 0.686 2.33 1.557 0.779 1.507 0.142 0.454 1.557 0.764 27.81 28.33 6658 1207 2.365 0.486 -0.885 0.555 1.806 0.760 24.8 4005162-33 0.0346 33 0.275 0.94 0.692 0.346 1.586 0.103 0.611 0.692 0.299 5.91 6.07 976 595 0.110 0.363 -1.263 0.768 2.118 0.644 42,3 4005162.43 0.0451 33 0.357 1.21 0.892 0.446 1.581 0.131 0.606 0.892 0.417 8.23 8.54 1739 810 0.242 0.460 -1.252 0.761 2.106 0,647 42.2 4005162-54 0.0566 33 0.443 1,51 1.098 0.549 1.574 0.159 0.600 1.098 0.526 10.39 10.84 2603 944 0.473 0.560 -1.238 0.754 2.090 0.649 42,2 4005162.54 0.0566 50 0.443 1,51 1.098 0,549 1.574 0.159 0.600 1.098 0,498 14.90 15.25 3372 1223 0.473 0.560 -1.238 0.754 2.090 0.649 34.1 4005162.68 0.0713 33 0.550 1,87 1,346 0.673 1.564 0.192 0,591 1,346 0,658 13.00 13.30 3215 895 0.933 0.677 -1.220 0,745 2.069 0.653 42.2 4005162-68 0.0713 50 0.550 1.87 1.346 0,673 1.564 0.192 0,591 1.346 0.648 19.41 20.15 4871 1356 0.933 0,677 -1.220 0.745 2.069 0.653 34.0 4005162-97 0.1017 33 0.762 2.59 1.812 0,906 1.542 0.249 0,572 1.812 0.892 21,40 21.75 4394 797 2.628 0.889 -1.182 0.725 2,025 0.659 38.3 4005162-97 0.1017 50 0.762 2.59 1.812 0.906 1.542 0.249 0.572 1.812 0,892 31.64 32.15 6658 1207 2.628 0.889 -1.182 0.725 2.025 0.659 31.1 4005200-33 0.0346 33 0.310 1.05 0.812 0.406 1.619 0.183 0.769 0.812 0.328 6.49 6.90 976 595 0.124 0.697 -1.688 1.007 2.462 0.530 53.1 4005200-43 0.0451 33 0.402 1,37 1.047 0.524 1.615 0,235 0.764 1.047 0.478 9,45 9,74 1739 810 0.272 0.886 -1.676 1.000 2.449 0.532 53.0 4005200.54 0.0566 33 0.500 1.70 1.292 0.646 1,608 0.287 0.758 1.292 0.623 12.30 12,77 2603 944 0.534 1.083 -1.662 0.993 2.433 0.534 53.0 4005200-54 0.0566 50 0.500 1.70 1.292 0.646 1,608 0.287 0.758 1.292 0.549 16.43 1731 3372 1223 0.534 1.083 -1.662 0.993 2.433 0.534 42.9 4005200.68 0,0713 33 0,622 2.12 1.589 0.795 1,599 0.349 0.750 1,589 0.780 15,40 15,70 3215 895 1.054 1,318 -1.843 0.983 2.412 0,536 53.2 4005200.68 0.0713 50 0,622 2,12 1.589 0.795 1.599 0.349 0.750 1.589 0.751 22.48 23.04 4871 1356 1.054 1.318 -1.643 0.983 2,412 0.536 42.9 4005200-97 0,1017 33 0.864 2.94 2.155 1,077 1,579 0.462 0.731 2.155 1,063 24.72 25.05 4394 797 2.978 1,749 -1.605 0,963 2.368 0.540 49.3 4005200.97 0,1017 50 0.864 2.94 2.155 1.077 1.579 0.462 0,731 2.155 1.063 36,68 37.17 6658 1207 2.978 1,749 -1.605 0.963 2,368 0.540 39.9 ?Web height -to -thickness ratio exceeds' 200. We: ?A//owable moment Includes cold work of form/m See Table Notes on page 7. port points and concen edI ' Table Notes 1, The centerline bend radius is based on inside corner radii shown in the steel thickness table on page 5. 2. Web depth for track sections is equal to the nominal height plus 2 times the design thickness plus the bend radius. 3. Hems on nonstructural track sections are ignored. Not all track members are hemmed. 4. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI 5100 Section A7.2. 5. For deflection calculations, use the effective moment of inertia. 6. Based on ASTM C645, 18, 27, and 30 mil track material is considered nonstructural. 7. See page 5 for additional table notes. Section Design Thickness (in) Area (int) Weight (Ib/ft) Gross Properties ' lx Sx Rx (in') (in') (in) ly (in') Ry (in) Effective Prop. (33 ksl) bre Sxe Ma Vag (in') (in') (in-k) (Lb) Effective Prop. (S0 ksi) Ike Sxe Ma Vag (in') (in') (in-k) (lb) Jx1000 (in') Torsional Properties Cw Xo m (in') (in) (in) Ro (in) 1621125-18 0.0188 0.077 0.26 0.041 0.047 0.733 0.013 0.411 0.030 0.025 0.50 302 - - - 0.009 0.007 -0.878 0.503 1.215 0.478 1627125-27 0.0283 0.117 0.40 0.063 0.072 0,735 0.020 0.410 0.050 0.044 0.87 541 - - - - 0.031 0.010 -0.872 0.501 1.211 0.482 1627125.30 0.0312 0.129 0.44 0.070 0.079 0.735 0.022 0.409 0.057 0.050 1.00 597 - 0.042 0,012 -0,870 0.500 1,210 0.483 162T125-33 0.0346 0.143 0.49 0.077 0.087 0.736 0.024 0.408 0.066 0.058 1.15 663 - - - 0.057 0,013 •0.868 0,499 1.209 0.484 250T125.18 0.0188 0.094 0.32 0.103 0.079 1.051 0.015 0.400 0.078 0.045 0.90 249 - - 0.011 0.018 •0.769 0.460 1.362 0.681 2507125.27 0.0283 0,141 0,48 0.157 0.119 1.053 0.022 0.398 0.129 0.079 1,56 685 - - - 0.038 0.027 -0.763 0.457 1.360 0.685 2507125.30 0,0312 0.156 0.53 0.173 0.131 1.053 0.025 0,397 0.145 0.090 1.77 832 - - - 0.051 0.030 -0.762 0,456 1,359 0.686 250T125.33 0.0346 0.173 0.59 0.192 0.145 1.054 0.027 0.397 0.166 0.103 2.03 1024 - - - - 0„069 0.033 -0,760 0,456 1.358 0.687 2507125.43 0.0451 0.225 0.77 0,250 0.188 1.055 0.035 0.395 0.231 0.147 2.91 1356 • -• - 0.153 0.042 -0.755 0.453 1.356 0.690 2507125.54 0.0566 0.282 0.96 0.318 0.236 1.062 0.043 0.392 0.310 0,203 4.01 1692 0.297 0.188 5.64 2563 0.301 0.054 -0.749 0.449 1,357 0.696 2507125.68 0.0713 0.355 1.21 0.408 0.297 1.072 0.054 0.389 0.408 0.281 5.56 2111 0.402 0.262 7.85 3199 0.602 0.069 -0.740 0.444 1.360 0.704 250T125-97 0.1017 0,506 1.72 0.604 0.423 1.092 0.074 0.383 0.604 0.423 9.56 2954 0.604 0.423 12.67 4476 1.745 0,101 -0.724 0.434 1.365 0.719 2507150.27 0.0283 0.156 0.53 0.181 0.137 1.078 0.037 0.486 0.139 0.082 1.61 685 - - - - 0.042 0.044 -0.976 0.575 1.534 0.595 2507150.30 0.0312 0.172 0.58 0.199 0.151 1.078 0.040 0.486 0.157 0.093 1.83 832 - - 0.056 0.049 -0.975 0,574 1.533 0.595 2507150.33 0.0346 0.190 0.65 0.221 0.167 1.079 0.045 0.485 0.179 0.107 2.11 1024 • - - 0.076 0,054 -0.973 0,573 1.532 0.596 250T150-43 0.0451 0.248 0.84 0.289 0.217 1.080 0.058 0.483 0.252 0.154 3.03 1356 - 0.168 0,070 -0.968 0,570 1.529 0.599 250T150-54 0.0566 0.311 1.06 0.368 0.273 1.088 0.072 0.481 0.342 0.213 4.22 1692 0,325 0.197 5,89 2563 0.332 0.089 •0.961 0.566 1.529 0.605 2507150.68 0.0713 0.391 1.33 0.472 0.344 1,099 0.089 0.478 0.465 0.299 5.92 2111 0.445 0,276 8,27 3199 0,663 0.114 -0,953 0.561 1.531 0.613 2507150.97 0.1017 0.557 1.9 0.701 0.491 1.121 0.124 0,471 0.701 0.491 9.69 2954 0,701 0,463 13.86 4476 1.921 0.168 -0.935 0.55 1,534 0.629 2507200-33 0.0346 0.225 0.76 0.280 0.212 1.117 0.097 0.658 0.203 0.112 2.22 1024 • - - • 0.090 0.118 -1.418 0.813 1.921 0.455 2507200-43 0.0451 0.293 1.00 0.366 0.275 1.118 0.126 0.657 0.288 0.163 3.21 1356 0.198 0.153 -1.413 0.810 1.918 0.457 2507200.54 0.0566 0.367 1.25 0.466 0.346 1.127 0.157 0.654 0.396 0.228 4.51 1692 0.371 0.209 6.25 2563 0.392 0,195 -1.405 0.806 1.917 0.462 2507200-68 0.0713 0.462 1.57 0,600 0.437 1.139 0.196 0.652 0.548 0,324 6,41 2111 0.517 0.296 8.86 3199 0.783 0.251 -1.396 0.800 1.916 0.469 250T200-97 0.1017 0.659 2.24 0.893 0.626 1.165 0.275 0.646 0.893 0.556 10.99 2954 0.856 0.51 15.27 4476 2.271 0,374 -1.376 0.789 1.915 0.484 3507125-18 0.0188 0.113 0.38 0.219 0.121 1.394 0.016 0.383 0,174 0.063 1.25 175 - •- 0.013 0.038 -0.675 0.418 1.595 0.821 350T125-27 0.0283 0.170 0.58 0.331 0.182 1.396 0.025 0.381 0.277 0.128 2.53 590 - - - - 0.045 0.057 -0.670 0,416 1.595 0.823 3507125.30 0.0312 0.187 0.64 0.365 0.200 1.396 0.027 0.380 0.312 0.145 2.86 790 - - - - 0.061 0.063 -0.669 0.415 1.594 0.824 3501125-33 0.0346 0.207 0.71 0.405 0.222 1397 0.030 0.379 0.354 0.165 3.27 1024 - - - - 0.083 0.070 -0.668 0.414 1.594 0.824 3507125-43 0,0451 0.270 0.92 0.528 0.288 1.397 0.038 0.377 0.490 0.233 4,61 1739 - - - - 0,183 0.090 -0,663 0.412 1.592 0.826 3507125-54 0.0566 0.339 1.15 0.668 0.361 1,404 0,048 0.375 0.651 0.317 6.26 2392 0,626 0.297 8.89 3372 0.362 0.114 -0,658 0.408 1.595 0.830 3507125-68 0.0713 0,427 1.45 0.851 0.454 1„412 0.059 0.372 0.851 0,433 8.55 2994 0.839 0,407 12.18 4536 0.723 0,144 -0.650 0.403 1.599 0.835 3507125-97 0.1017 0.608 2.07 1.243 0.645 1.43 0.081 0.366 1.243 0.645 14.56 4213 1.243 0,645 19.3 6383 2.096 0,209 -0.636 0.394 1.607 0.844 350T150-27 0.0283 0.184 0.63 0.377 0.207 1.431 0.041 0.470 0.298 0.132 2.62 590 - - 0.049 0.094 -0.869 0.529 1.739 0,750 350T150-30 0.0312 0.203 0.69 0.416 0.228 1.432 0.045 0.469 0.336 0.150 2.96 790 - - - 0.066 0.103 -0.867 0.528 1.739 0.751 3507150.33 0.0346 0.225 0.76 0.461 0.253 1.432 0.049 0.469 0.382 0.171 3.39 1024 - - 0.090 0.114 -0.866 0.527 1.738 0.752 3507150-43 0.0451 0,293 1.00 0.601 0.328 1.433 0.064 0.467 0.531 0.243 4.80 1739 - - • 0.198 0.148 -0.861 0.525 1.736 0.754 3507150.54 0.0566 0.367 1.25 0.761 0.412 1.440 0.079 0.465 0.712 0.332 6.57 2392 0,679 0.310 9.28 3372 0.392 0.187 -0.855 0.521 1.738 0.758 350T150-68 0.0713 0.462 1.57 0.972 0.518 1.450 0.099 0.462 0.957 0.459 9.07 2994 0.919 0,428 12.81 4536 0.783 0.238 -0.847 0.516 1.741 0.763 3507150-97 0.1017 0.659 2.24 1.422 0,738 1.469 0,136 0,455 1.422 0.738 14.58 4213 1.422 0.701 20.98 6383 2,271 0.346 -0.831 0,506 1.748 0.774 3507200.33 0.0346 0.259 0.88 0.574 0.315 1.487 0.108 0.647 0.428 0.181 3.57 1024 - - - 0.103 0,249 -1.285 0.761 2,069 0.614 3507200-43 0,0451 0.338 L15 0.749 0.409 1.489 0.140 0.645 0.600 0.257 5.09 1739 - • - - 0.229 0.323 -1,280 0.758 2.066 0.616 3507200-54 0.0566 0.424 1.44 0.949 0.513 1.496 0.175 0.642 0.814 0.355 7.01 2392 0.770 0.329 9.85 3372 0,453 0.409 -1,273 0.754 2.067 0.621 3507200.68 0.0713 0.534 1.82 1.213 0.647 1.508 0.218 0.639 1.112 0.496 9.80 2994 1.054 0.458 13.71 4536 0.904 0,522 -1,264 0.749 2.069 0.626 350T200-97 0.1017 0,761 2.59 1.78 0.923 1.53 0.305 0.633 1.779 0.831 16.41 4213 1.708 0.769 23.01 6383 2.622 0,765 -1.247 0.738 2,073 0.638 3507250-43 0.0451 0.383 1.30 0.896 0.490 1.530 0.257 0.819 0.659 0.268 5.29 1739 0.260 0.593 -1,719 0,996 2.443 0.505 350T250-54 0.0566 0.480 1.63 1.137 0.615 1.538 0.321 0.817 0.900 0.371 7.33 2392 0.846 0.343 10.26 3372 0.513 0.752 -1.712 0.992 2.442 0,509 350T250-68 0.0713 0.605 2.06 1.454 0.776 1.550 0,401 0.814 1.241 0.522 10.31 2994 1.168 0.479 14.35 4536 1.025 0,961 -1.703 0,987 2.443 0.514 3507250.97 0.1017 0.862 2.93 2.139 1.109 1,575 0.563 0.808 2.027 0.889 17.56 4213 1.924 0.815 24,39 6383 2.973 1.413 -1.684 0,975 2.443 0.525 3627125-18 0.0188 0.115 0.39 0.237 0.126 1.435 0.017 0.380 0.189 0.065 1.29 169 - - - - 0.014 0.042 -0.665 0,413 1.627 0.833 362T125-27 0.0283 0.173 0.59 0.358 0.191 1,438 0,025 0.378 0.301 0.135 2.66 569 - - - - 0.046 0.062 -0,661 0.411 1.627 0.835 3627125-30 0.0312 0.191 0.65 0.395 0.210 1.438 0,027 0.378 0.339 0.152 3.01 762 - - - - 0,062 0.068 -0.659 0.410 1,626 0.836 3627125.33 0.0346 0.212 0.72 0.438 0.232 1,438 0.030 0.377 0.384 0.174 3.44 1024 - - - - 0.085 0.076 -0.658 0.409 1,626 0.836 3627125.43 0.0451 0.276 0.94 0.571 0.302 1.439 0.039 0.375 0.531 0.245 4.84 1739 •- - 0.187 0.098 -0.654 0.407 1.625 0.838 3627125.54 0.0566 0.346 1.18 0.723 0.378 1.445 0.048 0.373 0.705 0.332 6.57 2480 0.678 0.312 9.34 3372 0.369 0.123 -0.648 0.404 1.627 0.841 362T125-68 0.0713 0.436 1.48 0.921 0.475 1.454 0.060 0.370 0.921 0.453 8.95 3104 0.907 0.427 12.78 4703 0.738 0.156 -0,641 0,399 1.631 0.846 3627125-97 0.1017 0.621 2.11 1.343 0.675 1.471 0.082 0.363 1.343 0.675 15.24 4370 1.343 0.675 20.2 6622 2.14 0,226 -0.626 0.39 1.639 0.854 3627150.27 0.0283 0.187 0.64 0.408 0.217 1.475 0,041 0.468 0.323 0.140 2.76 569 - - - 0,050 0,102 -0.857 0.524 1.769 0.765 3627150-30 0.0312 0.207 0.70 0,449 0.239 1.475 0.045 0.467 0.364 0.158 3.12 762 - - - - 0.067 0,112 -0.856 0.523 1.768 0.766 3627150-33 0.0346 0.229 0.78 0.499 0.264 1.475 0.050 0.467 0.414 0,180 3.56 1024 • - - - 0.091 0.124 -0.854 0.522 1.767 0.766 3627150.43 0.0451 0,298 1.02 0,650 0.343 1.476 0.064 0.465 0.574 0.255 5.04 1739 - - 0.202 0.160 -0.850 0.519 1,766 0.768 3627150-54 0.0566 0.374 1.27 0.823 0.431 1.483 0.080 0.462 0,769 0.349 6,89 2480 0.735 0.325 9.74 3372 0,400 0.202 -0.844 0,516 1.768 0.772 362T150-68 0.0713 0.471 1.60 1.050 0.542 1.492 0.099 0.459 1.034 0.480 9.49 3104 0.993 0.449 13.43 4703 0,799 0.257 -0,836 0.511 1,771 0.777 3627150.97 0.1017 0,672 2.29 1.534 0.771 1.512 0,138 0.453 1.534 0,771 15,23 4370 1,534 0.733 21.94 6622 2.315 0,374 -0,82 0.501 1,778 0,787 'Web height -to -thickness ratio exceeds 200. Web st/ifene. 2A//owab/e moment Includes cold work of forming. at a/ suppo !n nd concentrated /aads Cl 10 Y s In enorAltowab Cding/Soi t Spans (S-Sections} L/368� Lateral Support Unsupported (in) on 16 13psf" of center 24 Compression Flange Midspan Joist Spacing (in) on center 12 16 24 Section FY Ocsi) 4psf Lateral Support of Unsupported Joist Spacing (in) on center 12 16 24 Compression Flange Midspan Joist Spacing (in) on center 12 16 24 6psf Lateral Support of Unsupported Joist Spacing (in) on center 12 16 24 Compression Flange Midspan Joist Spacing (in) on center 12 16 24 Joist Spacing 12 1625125.18 33 7' 3" 6' 7" 5' 10" 7' 5" 6' 9" 5' 11" 6' 5" 5' 10' 5' 1" 6' 6' 5' 11" 5' 1" 4' 11" 4' 5" 3' 9" 4' 11" 4' 6" 3' 10" 1625125.27 33 8' 6' 7' 8" 6' 9" 8' 6" 7' 8" 6' 9" 7' 5' 6' 9" 5' 10' 7' 5" 6' 9" 5' 10' 5' 9" 5' 2" 4' 6" 5' 9' 5' 2' 4' 6" 1625125-30 33 8' 9' 7' 11" 6' 11" 8' 9" 7' 11" 6' 11" 7' 8" 6' 11" 6' 1" T 8' 6' 11" 6' 1" 5' 11' 5' 4" 4' 8° 5' 11" 5' 4" 4' 8' 1625125-33 33 9' 0" 8' 2" 7' 2' 9' 0' 8' 2° 7' 2" 7' 11" 7' 2" 6' 3" 7' 11" 7' 2" 6' 3" 6' 1" 5' 6" 4' 10" 6' 1" 5' 6' 4' 10" 1625137-27 33 8' 10" 8' 0" 7' 0" 8' 10" 8' 0" 7' 0" 7' 9" 7' 0" 6' 2" 7' 9" 7' 0" 6' 2" 6' 0" 5' 5" 4' 9" 6' 0' 5' 5" 4' 9" 162S137-30 33 9' 1" 8' 3" 7' 3" 9' 1" 8' 3" 7' 3" 8' 0" 7' 3" 6' 4" 8' 0" 7' 3" 6' 4" 6' 2" 5' 7" 4' 11" 6' 2" 5' 7' 4' 11' 1625137-33 33 9' 5' 8' 7" 7' 6' 9' 5" 8' 7" 7' 6" 8' 3" 7' 6" 6' 6" 8' 3" 7' 6" 6' 6" 6' 4" 5' 9" 5' 1' 6' 4" 5' 9" 5' 1" 2505125-18 33 8' 5" 7' 9" 6' 11" 10' 3" 9' 3" 8' 1" 7' 6" 6' 11" 6' 2" 8' 11" 8' 1" 7' 0" 6' 0" 5 6" 4' 10"e 6' 10" 6' 2"e 5' 2"e 2505125.27 33 9' 8" 8' 11" 8' 0" 11' 9" 10' 8" 9' 4" 8' 8" 8' 0" 7' 2" 10' 3" 9' 4" 8' 1" 7' 0" 6' 6" 5' 9" 7' 11" 7' 2" 6' 3" 2505125.30 33 10' 1" 9' 3" 8' 3" 12' 1" 11' 0" 9' 7" 9' 0' 8' 3" 7' 5" 10' 7" 9' 7' 8' 5" 7' 3" 6' 8" 6' 0" 8' 2" 7' 5" 6' 5" 2505125.33 33 10' 6' 9' 8" 8' 7" 12' 6" 11' 4" 9' 11" 9' 4" 8' 7" 7' 8" 10' 11" 9' 11" 8' 8" 7' 6" 6' 11" 6' 2' 8' 5" 7' 8" 6' 8" 2505125-43 33 11' 9" 10' 10" 9' 7" 13' 7" 12' 4" 10' 9" 10' 5" 9' 7" 8' 6" 11' 10" 10' 9" 9' 5" 8' 4" 7' 8" 6' 10" 9' 2" 8' 4" 7' 3" 2505137-27 33 11' 0' 10' 2" 9' 2' 12' 3' 11' 1" 9' 9' 9' 10" 9' 2" 8' 2" 10' 8" 9' 9" 8' 6" 8' 0" 7' 5" 6' 7" 8' 3" 7' 6' 6' 7" 250S137.30 33 11' 5" 10' 6" 9' 5" 12' 8" 11' 6" 10' 0" 10' 2" 9' 5" 8' 5" 11' 0" 10' 0" 8' 9" 8' 3" 7' 8' 6' 9" 8' 6" 7' 9" 6' 9" 2505137.33 33 11' 10" 10' 11" 9' 9' 13' 1" 11' 10' 10' 4" 10' 7" 9' 9" 8' 9" 11' 5" 10' 4" 9' 1" 8' 7' 7' 11" 7' 0" 8' 10" 8' 0" 7' 0" 2505137.43 33 13' 3" 12' 2" 10' 10" 14' 2' 12' 11" 11' 3" 11' 9" 10' 10' 9' 7" 12' 5" 11' 3' 9' 10' 9' 5" 8' 8" 7' 7" 9' 7' 8' 8' 7' 7" 2505162-33 33 13' 6" 12' 5" 10' 10" 13' 8" 12' 5" 10' 10" 12' 0" 10' 10" 9' 6" 12' 0" 10' 10' 9' 6" 9' 3" 8' 5" 7' 4" 9' 3" 8' 5' 7' 4" 2505162-43 33 14' 11" 13' 6" 11' 10" 14' 11" 13' 6" 11' 10" 13' 0" 11' 10" 10' 4" 13' 0" 11' 10" 10' 4" 10' 1" 9' 2" 8' 0" 10' 1" 9' 2' 8' 0" 3506125.18 33 9' 2" 8' 6" 7' 6' 12' 6" 11' 5" 9' 11" 8' 3" 7' 6" 6' 8" 11' 0" 9' 11" 8' 5"e 6' 6" 5' 11"e 5' 3"e 8' 2"e 7' 2"e 6' 0"e 3505125-27 33 10' 7" 9' 9" 8' 9" 14' 11" 13' 9" 12' 0" 9' 5" 8' 9" 7' 9" 13' 3" 12' 0' 10' 6" 7' 7" 7' 1" 6' 4" 10' 2" 9' 3" 7' 9" 3505125-30 33 10' 11" 10' 1" 9' 0" 15' 5" 14' 2" 12' 5" 9' 9" 9' 0" 8' 1" 13' 8" 12' 5' 10' 10" 7' 11" 7' 3" 6' 6" 10' 7" 9' 7" 8' 3" 3505125-33 33 11' 4" 10' 5" 9' 4' 16' 0" 14' 8" 12' 10' 10' 1" 9' 4' 8' 4' 14' 2" 12' 10" 11' 3" 8' 2" 7' 7' 6' 9" 10' 11" 9' 11" 8' 8" 3505125.43 33 12' 7" 11' 7" 10' 4" 17' 7' 16' 0" 13' 11' 11' 2" 10' 4" 9' 2" 15' 4" 13' 11" 12' 2" 9' 0" 8' 3" 7' 5" 11' 10' 10' 9" 9' 5" 3505137-27 33 11' 11" 11' 0" 9' 11" 15' 10' 14' 5" 12' 7" 10' 8" 9' 11' 8' 11" 13' 10" 12' 7" 11' 0" 8' 8" 8' 1" 7' 3" 10' 8" 9' 9" 8' 6° 3505137.30 33 12' 4" 11' 5" 10' 3" 16' 4" 14' 10" 13' 0' 11' 0' 10' 3" 9' 2" 14' 3' 13' 0" 11' 4" 9' 0" 8' 4" 7' 6" 11' 0" 10' 0" 8' 9" 3505137.33 33 12' 9" 11' 10" 10' 7" 16' 11" 15' 4' 13' 5" 11' 5' 10' 7" 9' 6" 14' 9" 13' 5" 11' 9" 9' 3" 8' 7' 7' 8" 11' 5" 10' 4' 9' 1' 3505137.43 33 14' 2" 13' 0" 11' 7" 18' 4" 16' 8" 14' 7" 12' 7" 11' 7" 10' 4" 16' 1" 14' 7" 12' 9" 10' 2" 9' 4" 8' 5" 12' 5" 11' 3" 9' 10" 3505162.33 33 14' 6" 13' 5' 12' 1' 17' 9" 16' 1" 14' 1" 13' 0" 12' 1" 10' 10" 15' 6" 14' 1" 12' 3" 10' 7" 9' 10" 8' 10" 11' 11" 10' 10" 9' 6" 3505162-43 33 16' 0" 14' 9" 13' 2' 19'3" 17' 6" 15' 3" 14' 3" 13' 2" 11' 9" 16' 10" 16' 3" 13' 4" 11' 6" 10' 8" 9' 7" 13' 0" 11' 10" 10' 4" 3625125-18 33 9' 3" 8' 7" T 7" 12' 8" 11' 7" 10' 0" 8' 4' 7' 7" 6' 9" 11' 1" 10' 0" 8' 6"e 6' 7" 6' 0"e 5' 4"e 8' 3"e 7' 4"e 6' 1"e 3625125-27 33 10' 8" 9' 10" 8' 10" 15' 0" 13' 11" 12' 4" 9' 6" 8' 10" 7' 10" 13' 5' 12' 4" 10' 9" 7' 8" 7' 1" 6' 5" 10' 5" 9' 4" 7' 11" 3625125-30 33 11' 0" 10' 2' 9' 1' 15' 6" 14' 4" 12' 9" 9' 10" 9' 1" 8' 2" 13' 11" 12' 9" 11' 2" 8' 0" 7' 4" 6' 7" 10' 10" 9' 10" 8' 5" 3625125.33 33 11' 5' 10' 7" 9' 5" 16' 2" 14' 10" 13' 2" 10' 3" 9' 5" 8' 5" 14' 5" 13' 2' 11' 6" 8' 3" 7' 8" 6' 10" 11' 3" 10' 2" 8' 11" 3625125-43 33 12' 8" 11' 8" 10' 5" 17' 9" 16' 5" 14' 4° 11' 3' 10' 5" 9' 3' 15' 9° 14' 4" 12' 6" 9' 1" 8' 4" 7' 6' 12' 2' 11' 1" 9' 8" 3625137-27 33 12' 0" 11' 2" 10' 0" 16' 3" 14' 9" 12' 11" 10' 10" 10' 0" 9' 0' 14' 3" 12' 11' 11' 3" 8' 9" 8' 2" 7' 4" 11' 0' 10' 0' 8' 9"e 3625137-30 33 12' 5" 11' 6" 10' 4" 16' 10' 15' 3' 13' 4" 11' 2" 10' 4" 9' 3" 14' 8" 13' 4" 11' 8' 9' 1" 8' 5" 7' 6" 11' 4" 10' 4" 9' 0" 3625137.33 33 12' 11" 11' 11" 10' 8" 17' 4" 15' 9" 13' 9" 11' 6" 10' 8" 9' 7" 15' 2" 13' 9' 12' 0" 9' 4" 8' 8" 7' 9" 11' 9" 10' 8" 9' 4" 3625137.43 33 14' 3" 13' 2" 11' 8" 1511" 17' 2" 15' 0" 12' 8" 11' 8" 10' 5" 16' 6" 15' 0" 13' 1" 10' 3" 9' 5" 8' 6" 12' 9" 11'7" 10' 1" 3626162.33 33 14' 8" 13' 7" 12' 2" 18' 2" 16' 6" 14' 5" 13' 2" 12' 2" 10' 11" 15' 11" 14' 5" 12' 7" 10' 8" 9' 11" 8' 11" 12' 3" 11' 2" 9' 9" 3625162.43 33 16' 2" 14' 11" 13' 4" 19' 10" 18' 0" 15' 9" 14' 5" 13' 4" 11' 11" 17' 3" 15' 9" 13' 9" 11' 8' 10' 9" 9' 8" 13' 4" 12' 2" 10' 7" 4005125-18 33 9' 6"e 8' 9"e 7' 10"e 13' 0"e 11' 11"e 10' 5'e 8' 6'e 7' 10"e 6' 11"e 11' 6"e 10' 5"e 8' 11"e 6' 9'e 6' 2"e 5' 6"e 8' 7'e 7' 8"e 6' Fe 4005125-27 33 10' 11" 10' 1' 9' 1' 15' 5" 14' 3" 12' 9" 9' 9" 9' 1" 8' 1" 13' 10" 12' 9" 11' 2" 7' 11' 7' 4" 6' 7" 10' 10" 9' 9" 8' 3" 4005125.30 33 11' 4' 10' 5" 9' 4" 16' 0" 14' 9" 13' 2" 10' 1' 9' 4' 8' 4' 14' 3' 13' 2" 11' 9" 8' 2" 7' 7" 6' 9" 11' 5" 10' 4" 8' 9" 400S125-33 33 11' 9" 10' 10" 9' 8" 16' 7" 15' 3" 13' 8" 10' 6" 9' 8" 8' 8" 14' 9' 13' 8' 12' 2" 8' 6' 7' 10" 7' 0" 11' 11" 10' 11" 9' 4" 4005125-43 33 13' 0' 12' 0' 10' 8' 18' 3" 16' 10" 15' 0" 11' 7" 10' 8" 9' 6" 16' 3" 15' 0" 13' 5" 9' 4" 8' 7" 7' 8" 13' 1' 12' 0" 10' 6" 4005137.27 33 12' 4' 11' 5" 10' 3" 17' 7" 16' 0" 13' 11' 11' 1" 10' 3" 9' 2' 15 4' 13' 11" 12' 2" 9' 0" 8' 4' 7' 6" 11' 10" 10' 9" 9' 5'e 4005137.30 33 12' 9" 11' 10" 10' 7" 18' 2" 16' 6" 14' 5" 11' 5" 10' 7" 9' 6' 15' 10" 14' 5" 12' 7" 9' 3" 8' 7" 7' 9" 12' 3" 11' 1" 9' 9' 4005137.33 33 13' 3" 12' 3" 10' 11" 18' 9" 17' 0" 14' 11" 11' 10" 10' 11" 9' 10" 16' 5" 14' 11" 13' 0" 9' 7" 8' 11" 8' 0" 12' 8" 11' 6" 10' 1" 4005137-43 33 14' 7" 13' 6" 12' 0" 20' 5" 18' 6" 16' 2" 13' 0" 12' 0' 10' 9" 17' 10" 16' 2" 14' 2" 10' 6" 9' 8" 8' 8" 13' 9" 12' 6" 10' 11" 4005162.33 33 15' 0" 13' 11" 12' 6" 19' 8" 17' 10" 15' 7" 13' 6" 12' 6" 11' 2" 17' 2" 15' 7" 13' 7" 10' 11" 10' 2" 9' 1" 13' 3" 12' 0" 10' 6' 4005162-43 33 16' 7' 15' 3" 13' 8' 21' 4' 19' 5" 16' 11" 14' 9" 13' 8" 12' 2" 18' 8' 16' 11" 14' 10" 11' 11" 11' 0" 9' 11" 14' 5" 13' 1" 11' 5" 6005125-27 33 12' 5"e 11' 6"e 10' 4"e 17' 11"e 16' 6"e 14' 9"e 11' 2'e 10' 4"e 9' 4"e 16' 0'e 14' 9'e 13' 2'e 9' 2"e 8' 6"e 7' 7"e 12' 11'e 11' 10"e 10' 4'e 600S125-30 33 12' 9" 11' 10" 10' 8' 18' 5" 17' 1" 15' 3" 11' 6" 10' 8" 9' 7' 16' 7" 15' 3" 13' 8" 9' 5" 8' 9" 7' 10" 13' 4' 12' 4' 10' 11"e 6005125-33 33 13' 2' 12' 3" 11' 0' 18' 11' 17' 7" 15' 10' 11' 10" 11' 0" 9' 10" 17' 0" 15' 10" 14' 2' 9' 8" 8' 11" 8' 1" 13' 10" 12' 9" 11' 5" 6005125-43 33 14' 6" 13' 4' 11' 11" 20' 6" 19' 0" 17' 0" 12' 11" 11' 11" 10' 8" 18' 4" 17' 0" 15' 3' 10' 5' 9' 8" 8' 8' 15' 0" 13' 11" 12' 6" 6005137-27 33 14' 0"e 13' 0"e 11' 9'e 20' 2"e 18' 8"e 16' 9"e 12' 7"e 11' 9"e 10' 6'e 18' 1'e 16' 9'e 15' 0"e 10' 4"e 9' 7"e 8' 7"e 14' 8"e 13' 7"e 11' 10"e 6005137-30 33 14' 5" 13' 4" 12' 0" 20' 10" 19' 3" 17' 3" 13' 0' 12' 0" 10' 10" 18' 8" 17' 3" 15 6" 10' 7" 9' 10" 8' 10" 15' 2" 14' 0" 12' 5"e 6005137-33 33 14' 11" 13' 9" 12' 5" 21' 5" 19' 10" 17' 10" 13' 4" 12' 5" 11' 2" 19' 3" 17' 10' 16' 0" 10' 11" 10' 2' 9' 2" 15 8" 14' 6" 12' 11"e 6005137.43 33 16' 3" 15' 0" 13' 5" 23' 1" 21' 5" 19' 3" 14' 6" 13' 5" 12' 0" 20' 9" 19' 3" 17' 4" 11' 9" 10' 11" 9' 10" 16' 11' 15' 9" 14' 2" 6005162.33 33 16' 11" 15' 8" 14' 1" 24' 5" 22' 8" 20' 5" 15' 2" 14' 1" 12' 8" 22' 0" 20' 5" 18' 5" 12' 5" 11' 7" 10' 5" 18' 0" 16' 6' 14' 5"e 6005162-43 33 18' 5" 17' 0" 15' 3" 26' 4' 24' 4" 21' 11" 16' 6" 15' 3" 13' 8" 23' 8' 21' 11" 19' 9" 13' 5" 12' 5" 11' 2" 19' 4" 17' 11" 15' 9" *Loads that exceed 10 psf limit require an approved CP60 coating. e" web stiffeners required at ends. See Table Notes and figures on page 61. Screw Capacities Table Notes 1. Capacities based on AISI S100 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 (east 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. Thickness Design F (Mils) Thickness Yield (ksi) Fu Tensile (csi) owable 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. 0(tlt'lection C'apacl' #6 Screw #8 Screw #10 Screw #12 Screw % Screw (Pss = 643 Ibs, Pts = 419 Ibs) (Pss=1278 Ibs, Pts = 586 Ibs) (Pss=1644 Ibs, Pts = 1158 Ibs) (Pss= 2330 Ibs, Pts = 2325 Ibs) (Pss= 3048 Ibs, Pts = 3201 Ibs) 0.138" dia, 0.272" Head 0.164" dia, 0.272" Head 0.190" dia, 0.340" Head 0.216" dia, 0.340" Head 0.250' dia, 0.409" Head Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over Shear Pull -Out Pull -Over 18 27 30 0.0188 0.0283 0.0312 33 33 33 33 33 33 44 82 95 24 37 40 84 127 140 48 89 103 29 43 48 84 127 140 52 96 111 33 50 55 105 159 175 55 102 118 38 57 63 105 159 175 60 110 127 44 66 73 127 191 211 33 43 54 68 97 118 0.0346 0,0451 0.0566 0.0713 0.1017 0.1242 33 33 33 33 33 33 45 45 45 45 45 45 151 214 214 214 214 214 61 79 100 125 140 140 140 140 140 140 140 140 164 244 344 426 426 426 72 94 118 149 195 195 195 195 195 195 195 195 177 263 370 523 548 548 84 109 137 173 246 301 265 345 386 386 386 386 188 280 394 557 777 777 95 124 156 196 280 342 265 345 433 545 775 775 203 302 424 800 1,016 1,016 110 144 180 227 324 396 318 415 521 656 936 1,067 54 68 97 118 0.0566 0.0713 0.1017 0.1242 50 50 50 50 65 65 65 65 214 214 214 214 140 140 140 140 140 140 140 140 426 426 426 426 171 195 195 195 195 195 195 195 534 548 548 548 198 249 356 386 386 386 386 386 569 777 777 777 225 284 405 494 625 775 775 775 613 866 1,016 1,016 261 328 468 572 752 948 1,067 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. 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. Thickness (Mils) Design Thickness Fy Yield (ka7 Allowable Weld Fu Tensile (ksi) Capacity (Ibs / in) Fillet Longitudinal Welds Transverse Flare Groove Longitudinal Welds Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 .1 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 -' -' 'Weld capacity for material thickness greater than 0.10'requires engineering judgment to determine /eg of welds-, WI and W2. tLsr Ho :voc) (I 33' 1 be L 44*-S.S t.t....4A,4 tke •C' i 44- I. or,, ' - .7...- y:iti , ;At - , kik.....4-t..,,. Sc4t-~ e.,14.-. oo,._.H I u vi-- I", SCe 4,14, to +-11.c., Iv 0.104 4 te,-.44.t.L , It ir 0L_e.. rc... ; .5 1, •"7-i. , t 1 i4- 2.- /•f" +- 13,42 94 el 1 ''' k .14 pc. tvci, dt. fV1.4t,-;K s 1,4,44002-, ovou4vt, dkr-o-r 84 ve V-04 t,Go 004s 01 1„,S7-7 Pt. 3_ OA-4 4' 440 1, o 28 ESR-2269 I Most Widely Accepted and Trusted Page 6 of 14 TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL -WEIGHT CONCRETE1'2'4 FASTENER DESCRIPTION FASTENER SHANK DIAMETER (inch) MINIMUM EMBEDMENT DEPTH (inches) ALLOWABLE LOADS (Ibf) Concrete Compressive Strength: 2000 psi 4000 psi 6000 psi 8000 psi Load Direction: Tension Shear Tension Shear Tension Shear Tension Shear Universal0 Knurled Shank X-U 3/a 100 125 100 125 105 205 — — 0.157 170 225 110' 280' — — 11/4 240 310 280 310 180 425 — — 11/2 275 420 325 420 — — — — Smooth Shank X-P 0.157 3/45 100 155 100 175 105 205 135 205 15 165 220 180 225 150 300 150 215 11/45 240 310 280 310 180 425 — — 1'/25 310 420 — — — — — — For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6895 Pa. 'Unless otherwise noted, values apply to normal weight cast -in -place concrete. Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2Unless otherwise noted, concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 3This allowable load value for the X-U fastener also applies to normal weight hollow core concrete slabs with f , of 6600 psi and minimum dimensions shown in Figure 7, when installed in accordance with Section 4.2,4. 'The fasteners listed in the table above may be used for static load conditions and for the seismic load conditions described in Section 4.1.7, as applicable. The tabulated allowable loads apply to static load conditions. For seismic load conditions, the allowable loads must be limited in accordance with Section 4.1.7, Items 2 and 3, as applicable. 5Applies to fastening of cold -formed steel up to 54 mil thick using the X-P 22, X-P 27, X-P 34 and X-P 40 fasteners, respectively, for the'/4, 1, 11/4 and 1'/2 inch embedment depths. TABLE 4—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL•WEIGHT CONCRETE USING DX-KWIK'4'''4 FASTENER DESCRIPTION FASTENER SHANK DIAMETER (inch) MINIMUM EMBEDMENT (inches) ALLOWABLE LOADS (Ibf) Concrete Compressive Strength: 4,000 psi 6,000 psi Load Direction: Tension Shear Tension Shear Universal Knurled Shank X-U 47 P8 w/ DX-KWIK 0.157 1'/2 395 405 360 570 For SI: 1 inch = 25.4 mm, 1 Ibf = 4 4 N, 1 psi = 6895 Pa. 1X-U Fastener is installed using the DX-KWIK drilled pilot hole installation procedure described in Section 4.2.5. 'Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength. 3Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 4The fasteners listed in the table above may be used for static load conditions and for the seismic load conditions described in Section 4.1.7, as applicable. The tabulated allowable loads apply to static load conditions. For seismic load conditions, the allowable loads must be limited in accordance with Section 4.1.7, Items 2 and 3, as applicable. Screw Capacities Table Notes 1. Capacities based on AISI S100 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. Thickness (Mils) Fy Design Yield ,... . Thie""`s" (ksi) Fu Tensile (ksi) (Pss = 643 0.138" Shear #s Screw lbs, Pts dia, 0.272 Pull -Out Allowable = 419 lbs) ' Head Pull -Over (Pss = 1278 0,164" Shear Screw #8 Screw Ibe, Ma dla, 0172" Pull -Out ConnectionCapacity = 686 lbs) Head Pun -Over (Pss = 1644 0.190" Shear #10 Screw lbs, Pts = dia, 0340" Pull -Out (Ibs) 1158 lbs) Head Pull -Over (Pss = 2330 0.216*' Shear #12 Screw the, Pts 0 dia, 0,340" Pull -Out 2326 lbs) Head Pull -Over (Pss = 3048 0.280 Shear Y," Screw lbs, Pts 4 dia, 0.409 Pun -Out 3201 Ibs) ' Head Pull -Over 18 0.0188 33 33 ' 44 24 84 48 29 84 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 ' .. • 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 . 118 63 175 127 73 211 33 0,0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 .... A-. 04,,,, , 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 37 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 440 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 36636 7777 28042 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 309 3 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 50 225 625 613 261 752 68 0,0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,06'7 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI 5100 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. 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. Thickness (Mils) Design Thickness Fy Yield (ks13 Allowable Weld Fu Tensile (ken Capactty (Ibs / inf FifletWelds Longitudinal Transverse Mare Onlove Longitudinal Welds Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 . 1 .1 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 -' Weld capacity for material thickness greater than a 10"requires engineenng judgment to determine leg of welds, WI and W2. 70 www,SSMAcom Copyright 2015 by the SSMA SLT - Standard Slotted Leg Track r•• • \ Standard Slotted Leg Track Section Properties Part No. Fy (ksi) Design Thickness (in) Gross Properties Area Weight Ix Rx ly Ry 'C*Sxx (in') (Ibi(1) (in') (in) (in') (in) Effective Properties Ixx (.1.° (in') (in') . -, ..x.r-',...I '..'•;r: 250SL7250-020 57 0.0188 0.141 0.48 0.184 1.141 0.097 0.830 0,032 0.062 37 250SLT250-30EQD 57 0,0235 0.176 0.60 0.230 1,142 0.121 0.829 0.046 0.083 55 250SLT250-33EQS 57 0.0295 0.221 0.75 0.289 1.143 0.152 0.828 0.065 0.110 90 250SLT250-33 33 0.0346 0.259 0.88 0.339 1.144 0.178 0.827 0.087 0.129 106 25051.J250-43EQS 57 0.0400 0,300 1.02 0.393 1.145 0,205 0.826 0.100 0,149 173 250SLT250-43 33 0.0451 0.338 1.15 0.443 1.456 0.230 0.826 0.108 0.163 191 250SLT250-54 50 0.0566 0.424 1.44 0.565 1.155 0.287 0.824 0.141 0.213 379 2505L7250-68 50 0.0713 0.534 1.82 0.728 1.168 0.360 0.821 0.177 0.273 568 250SLT250-97 50 0.1017 0.761 2.59 1.086 1.195 0.506 0,815 0.249 0.399 1257 3505LT250-020 57 0.0188 0.160 0.54 0.372 1.526 0.109 0.824 0.046 0.129 37 350SLT250-30EQD 57 0.0235 0.200 0.68 0.466 1.527 0.135 0.823 0.067 0.175 55 350SLT250-33EQS 57 0.0295 0.251 0.85 0.585 , 1.528 0.169 0.822 0 096 0.235 90 350811250-33 33 0.03411 , 0.294 1.00 0.687 1.528 0.198 0.821 0.138 0.286 106 350SLT250-43EQS 57 0.0400 0.340 . 1.16 0.794 1.529 0.229 0.820 0.153 0.331 173 350SLT250-43 33 0.0451 0.383 1.30 0.896 1.530 0.257 0.819 0.178 0.362 191 350SLT250-54 50 0.0566 0,480 1.63 1.137 1.538 0.321 0.817 0.232 0.471 379 350SLT250-68 50 0.0713 0.605 2,06 1.454 1.550 0.401 0.814 0.290 0,598 568 350SLT250-97 50 0.1017 0.862 2.93 2.139 1.575 0.563 0.808 0.409 0.867 1257 362SLT250-020 57 0.0188 0.162 0.55 0.401 1.573 0.110 0.823 0.048 0.140 37 362SLT250-30EQD 57 0.0235 0.203 0.69 0.502 1.573 0.137 0.822 0.069 0.190 55 3625L7250-33EQS 57 0.0295 0.254 0.87 0.630 1.574 0.171 0.821 0.100 0.254 90 -- 362SL7250-33 33 0.0346 0.298 1.01 0.740 1.575 0.200 0.820 0.144 0.312 106 192S , 1.17 0.856 1.576 0.231 0.819 0.159 0.359 173 362SLT250-43 33 0.0451 0.389 1,32 0.966 1.577 0.260 0.818 0.188 0.395 191 36251.7250-54 50 0.0566 0.487 1.66 1,224 1.585 0.324 0.816 0.244 0.512 379 362SLT250-68 50 0,0713 0.614 2.09 1.565 1.597 0.406 0.813 0.306 0.650 568 362SLT250-97 50 0.1017 0.875 2.98 2.300 1.621 0.570 0.807 0.432 0.942 1257 4005LT250-020 57 0.0188 0.169 0,58 0.496 1.712 0.113 0.818 0.053 0.173 37 4095LT250-30EQD 57 0.0235 0.212 0.72 0.620 1.712 0.141 0.817 0.077 0.236 55 4005L7250-33EQS 57 0.0295 0.265 0.90 0.779 1.713 0.177 0.816 0.111 0.317 90 4005L7250-33 33 0.0346 0.311 1.06 0.914 1.714 0,207 0.815 0.162 0.396 106 4005L7250-43EQS 57 0.0400 0.360 1.22 1.058 1.715 0.238 0.814 0.179 0.450 173 40051.7250-43 33 0.0451 0.406 1.38 1.193 1.715 0.268 0.813 0.219 0.502 191 400SLT250-54 50 0.0566 0.509 1.73 1.511 1.723 0.335 0.811 0.284 0.650 379 400SLT250-68 50 0.0713 0.641 2.18 1.928 1.735 0.418 0.808 0.356 0.825 568 400SLT250-97 50 0.1017 - 0.913 3.11 2.823 1.758 0.587 .' 0.802 0,502 1.192 1257 6005LT250-020 57 0.0188 0.207 0.70 1.214 2.422 0.128 0.786 0,081 0.420 37 6005L7250-343EQD 57 0.0235 0.259 0.:: 1.518 2.423 0.159 0,785 0.118 0.579 55 600SLT250-33EQS 57 0.0295 0.324 1.10 1.906 2.424 0.200 0.784 0.172 0.789 90 600SLT250-33 33 0.0346 0.380 1.29 2.236 2.424 0.233 0.783 0.260 1.021 106 600SLT250-43EQS 57 0.0400 0.440 1.50 2.585 2.425 0.269 0.782 0.283 1.145 173 600SLT250-43 33 0.0451 0.496 1,69 2.916 2.425 0.303 0.781 0.378 1.402 191 60051.7250-54 50 0.0566 0.622 2.12 3.678 2.432 0.377 0.779 0.478 1.769 379 600SLT250-68 50 0.0713 0.783 2.67 4,670 2.442 0.472 0.776 0.655 2.266 568 60051.7250-97 50 0.1017 1.116 3.80 6.767 2.462 0.662 0.770 0.960 3.253 1257 8005LT250-33E0S 57 0.0295 0.383 1.30 3,681 3.098 0.215 0.749 0.233 1.504 90 800SLT250-33 33 0.0346 0.450 1.53 4.318 3.099 0.252 0,748 0.358 1.994 106 800SLT250-43EQS 57 0,0400 0.520 1.77 4.992 3.099 0.290 0.747 0.387 2.216 173 800SLT250-43 33 0.0451 0,586 1.99 5.629 3.100 0.326 0.746 0.530 2.800 191 8005LT250-54 50 0.0566 0,735 2,50 7.090 3.106 0.407 0.744 0.671 3.522 379 80051.7250-68 50 0.0713 0.926 3.15 8.978 3.114 0.509 0.741 0.943 4.675 568 800SL7250-97 50 0.1017 1.320 4.49 12.944 3.132 0.713 0.735 1,536 6.835 1257 Table Notes 1. Gross properties based on the full section, not reduced for flange slots. 2. Effective properties based on a compression flange of 1/2" (before local buckling reductions) and a tension flange of 1." 3. For deflection calculations, use effective Ixx. 4. All properties based on unpunched webs, S. Web depth is equal to the nominal depth plus two times the design thickness, plus the Inside bend radius. 6. X-X properties are 'strong -axis' properties, Y-Y properties are about the 'weak -axis,' 7. Effective properties based on the "North American Specification for the Design of Cold -Formed Steel Structural Members," AISI S100-07 / S2-10. 8. For SI: 1 inch = 25.4 mm, 1 ksi = 6.8948 kPa, 1 Ib/ft = 14.594 N/m. 02018 SCAFCO • Effective 4/1/19 and supersedes all previous Information. • www.SCAFCO,com 35 '^ ^ Page %of 3 , ER~5307 steel members three full threads beyond the members and must befully embedded into wood framing members. The distance from the center ofafastener hothe edge and end uf the steel and wood framing members shall not beless than 2 inuhoa(51 mm). The minimum spacing isinch (1S.1 mm). The minimum spacing in wood is determined in accordance with Sections �5.5and &5.6cf the NDS-91, adopted as set forth inChapter 23.Division U|.Part |.ofthe 1B87Uniform Building Coden°(U8C). 2.4 Identification: Fasteners one embossed with four ^|~o radiating from the shank on the top portion of the washer as shown in Figure 1. Each box of fasteners has m label bearing the ]'LAG brand name, the manufacturer's name and oddreoo, the fastener the quantity, and the |CC'E8evaluation report number (ER'53O7).aonoted inFigure 2. Each wrapping ufthe hanger wires has mlabel bearing the OH hanger wire band nama. the manuhadono/m name and addesu, the wino sizo, the quanUty, and the |CC'ES evaluation report number (ER' 387).aonotedinFigune2. 3.0 EVIDENCE SUBMITTED Data inaccordance with the Acceptance Criteria for Tapping Gcnmv Fasteners (AC118). dated July 1996. and the Acceptance Chtsho for Wood Screws (AC120). dated September 1Q88;reports ofwire tension tests and DHscrew pull-out and tension teots� installation instructions; and a quality control manual. 4.0 FINDINGS That the |'LAG`~Brand eye lag screws and wire system damodbmd in this report comply with the 1987 Uniform Building Codon°'subject tothe following conditions: 4.1 Fasteners are installed in accordance with the manufacturer's instructions and this report. 4.3 A||nwob!m loads comply with Table 1. 4.3 A||ovveb|e loads shall not be increased due to duration of load such awwind nrearthquake forces. 4.4 Calculations shall be submitted to the building official, proving that applied loads are less than the allowable loads inthis report. This report issubject tore-examination intwo years. TABLE I—ALLommoLsSCREW LOADS (pounds) uAo PART wumosm STEEL (THICKNESS)` WOOD' No. ouGage (o.oumco) No. coGage (o.ousinco) No. 1nGage (umnin"o) No. ,oGage (unouincW Minimum o*mSpecific onwny Tension 45 Degrees' Tension 45 Degrees' Tension 45 Degrees' Tension 45 Degrees' Tension 45 owgreeS^ 750Sop' rs$toon 135 170 170 190 2*5 xVo 3.40 375 NA NA W300v, w300oH NA NA wx NA NA NA wx ma 140 Nx=Not applicable 'Values are based on steel sheets having a minimum yield strength of 38,00 psi. 'Based on minimum 11/.-inch screw penetration into wood member. 'Based on minimum three full threads protrusion beyond the steel member. 4 Load applied 45 degrees from the longitudinal axis of the fastener. o rs:. • - ii ;" Table Notes 1, The centerline bend radius is based on inside corner radii shown in the steel thickness table on page 5. 2. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI S100 Section A7.2. 3. Tabulated gross properties are based on the full-unreduced cross section of the studs away from punchouts. SSMA 4, For deflection calculations, use the effective moment of inertia, 5. Allowable moment is the lesser of M1 and 1%,. Stud distortional buckling is based on an assumed Kcp = O. 6, See page 5 for additional table notes. Section Design Thickness (In) tai) Area (in') Weight (Ibitt) Gross Properties Ix Se Rx (in) (in') (in) ly (In') Ry (In) lee (In') Effective See (in') Properties Mal Mad Vag (in-k) (in-k) (1b) Vanet (Ib) Jx1000 (In') Torsional Properties Cw Xo m Ro (In') (in) (in) (In) Lu lin) 1625125-18 0.0188 33 0.080 0.27 0.038 0.046 0.686 0.016 0.447 0.034 0.031 0,61 0.65 302 100 0.009 0.009 -1.029 0,594 1.315 0.388 29,0 1625125-27 0.0283 33 0.120 0.41 0.056 0.068 0.682 0.023 0.443 0.055 0.053 1,05 1.14 494 106 0,032 0.013 -1.017 0,587 1.302 0.390 29.1 1625125-30 0.0312 33 0.131 0.45 0.061 0.075 0.681 0,026 0.441 0.060 0.060 1.19 1.29 543 106 0,043 0.014 .1.014 0.585 1.298 0.390 29.2 1625125-33 0.0346 33 0,145 0.49 0,067 0.083 0.679 0.028 0.440 0.066 0.069 1.37 1.48 601 105 0.058 0.016 -1.010 0.583 1.294 0,391 29,2 2505125-18 0,0188 33 0.097 0.33 0.099 0.079 1.014 0,019 0.439 0.089 0.059 1,17 1.03 258 196 0.011 0.023 .0.904 0.543 1.427 0,599 29.0 2505125-27 0,0283 33 0.144 0.49 0.147 0.118 1.009 0.027 0.434 0.144 0.097 1.92 1.83 685 344 0,039 0,034 -0.893 0,536 1.416 0.802 28,9 2505125-30 0.0312 33 0.159 0.54 0.161 0.129 1,008 0.030 0.433 0.159 0.110 2,17 2.09 832 378 0.052 0.037 -0.889 0.534 1,412 0.603 28.9 2505125-33 0.0346 33 0.176 0.60 0.178 0.142 1.006 0.033 0.431 0.175 0.125 2.48 2.41 975 399 0,070 0.040 -0.885 0,532 1.408 0,605 28,9 2505125-43 0.0451 33 0.227 0.77 0,228 0.182 1.001 0.041 0.426 0.225 0.177 3.49 3.43 1265 394 0.154 0.050 -0.873 0.525 1.396 0.608 28,9 2505125-54 0,0566 33 0.280 0.95 0.277 0.222 0.994 0.049 0.419 0,277 0.218 4.98 ' 5,07 1553 373 0.299 0.060 -0,859 0,518 1.379 0.612 26.8 2505125-54 0.0566 50 0.280 0.95 0,277 0.222 0.994 0.049 0.419 0,274 0.209 6,25 6.17 2353 565 0.299 0.060 -0.859 0.518 1.379 0.612 23.3 2505125-68 0,0713 33 0,345 1.18 0,334 0.267 0.984 0.057 0.408 0.334 0.266 6.30 1 6.32 1891 342 0,585 0.072 -0.839 0,508 1.356 0.617 26,5 2505125.68 0.0713 50 0.345 1,18 0.334 0.267 0,984 0.057 0.408 0,334 0.262 7,84 8.01 2866 519 0.585 0.072 -0.839 0,508 1.356 0,617 23.3 3505125.18 0.0188 33 0.115 0,39 0.215 0.123 1.366 0.021 0.423 0,203 0.072 1.42 1,47 180 159 0,014 0.050 -0.797 0,495 1.637 0.763 28.8 3505125.27 0,0283 33 0,173 0.59 0,320 0.183 1.361 0,030 0.418 0.315 0,130 2.57 2.65 614 359 0.046 0,072 -0.787 0,489 1.627 0.766 28.7 3505125-30 0.0312 33 0.190 0.65 0.351 0.201 1.359 0,033 0.417 0.346 0.150 2,96 3,04 624 436 0.062 0,079 -0.784 0,487 1,624 0,767 28.6 3505125-33 0.0346 33 0.210 0.72 0.387 0.221 1.358 0.036 0.415 0,382 0.175 3.45 3,53 1024 487 0,084 0,087 .0.780 0.485 1.620 0,768 28.6 3505125.43 0.0451 33 0.272 0,93 0.498 0.284 1,352 0.046 0.410 0.495 0.258 5.10 5.11 1739 631 0.184 0,109 -0.769 0.470 1.609 0.771 28.4 3505125.54 0.0566 33 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.608 0.328 6.49 6.87 2253 633 0.360 0.131 -0.755 0.471 1.593 0.775 28.4 3505125-54 0.0566 50 0.337 1.15 0.608 0.348 1.344 0,055 0.402 0.604 0.308 9,22 9.25 3372 947 0.360 0.131 -0.755 0.471 1.593 0.775 22,9 3505125.68 0.0713 33 0.417 1.42 0.739 0.422 1.332 0.064 0.391 0.737 0.409 9,67 ' 9.98 2774 592 0.706 0,156 -0.737 0.462 1.571 0.780 25.7 3505125-68 0.0713 50 0.417 1.42 0.739 0.422 1.332 0.064 0,391 0.737 0.400 11.97 12.54 4202 897 ' 0.706 0.156 -0.737 0.462 1.571 0.780 22.8 3625125-18 0.0188 33 0.118 0.40 0.234 0.129 1.409 0.021 0.421 0.221 0.075 1.48 1,52 173 163 0.014 0.054 -0.786 0,490 1.667 0.778 28.8 3625125-27 0.0283 33 0.176 0,60 0.347 0.192 1.404 0,0.31 0,416 0.342 0.135 2,67 2.75 592 370 0.047 0.079 -0.776 0,484 1.657 0.781 28.6 3625125-30 0.0312 33 0.194 0.66 0.381 0.210 1.402 0,033 0.415 0.376 0.156 3.08 3.17 794 449 0.063 0,086 -0.773 0.482 1.654 0.782 28,6 3625125-33 0.0346 33 0,215 0,73 0.421 0.232 1.400 0.037 0.413 0.415 0.182 3.59 3.67 1024 521 0.0,00. 0,094 -0.769 0.450 1.650 0.703 28 5 -3525125-43 -0.0.451 33 0.278 ' ' 1795 0.540 0.298 1.395 ' 0.046 0.408 0.537 0.269 5,31 5.33 1739 676 0.188 0.118 -0.758 0.473 1.639 0.786 28.4 3626125-54 0.0566 33 0.344 1.17 0,661 0.365 1.386 0.055 moo 0.661 0.343 6.78 7.19 2341 705 0.367 0.142 -0.74 4 0.466 1.623 0.790 28.3 3625125-54 0.0566 50 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.656 0.321 9,62 9.65 3372 1016 0,367 0.142 .0.744 0,466 1.623 0,790 218 3625125-68 0.0713 33 0.426 1.45 0.803 0.443 '1.374 0,065 0.389 0.602 0.430 ,, 8.51 8.76 2884 . 662 ' 0.721 0.169 -0,726 0.457 1,602 0;795 28.2 3625125.68 0.0713 50 0.426 1.45 0.803 0.443 1.374 0.065 0.389 0.802 0.418 12,52 13.11 4370 1004 0.721 0,169 -0.726 0,457 1.602 0.795 22.7 4005125-18 ' 0.0188 33 0.125 0.42 0.294 0.147 1,536 0.021 0.414 0.281 0.063 1,64 1.68 156 156 0.015 0,068 -0.754 0,475 1.760 0.816 28,7 4005125-27 0.0283 33 0.187 0.64 0.438 0.219 1.531 0.031 0.410 0.431 0.151 2.97 3.07 533 398 0.050 0.098 -0.744 0.469 1.751 0,819 28.5 4005125-30 0.0312 33 0.206 0,70 0.481 0.240 1.529 0,034 0.408 0.474 0.174 3.44 3,53 715 484 0.067 0.107 -0.741 0.467 1.748 0,820 28.5 4005125-33 0.0346 33 0.228 0.77 0.531 0.265 1.527 0.038 0.407 0.524 0.203 4.01 4.10 976 595 0.091 0.118 .0,738 0.465 1.744 0,821 28.4 4006125-43 0.0451 33 0.295 1,00 0.682 0.341 1.521 0,048 0.402 0.680 0.301 5.96 5.99 1739 810 0.200 0,148 -0.727 0.459 1.733 0.824 28.2 4005125-54 0.0566 33 0.365 1.24 0.835 0.418 1.512 0,057 0.394 0,835 0.387 7.65 8.12 2603 944 0.390 0.178 -0.713 0.451 1.718 0,828 28.1 4005125-54 0.0566 50 0.365 1.24 0.835 0.418 1.512 0.057 0.394 0.830 0.361 10.81 10.87 3372 1223 0.390 0.178 -0,713 0.451 1.718 0,828 22.7 4005125.68 0.0713 33 0,452 1,54 1.017 0.509 1.499 0.066 0.383 1.015 0.492 9.72 10.05 3215 895 0.767 0.213 -0.695 0.442 1.696 0,832 28.0 4005125-68 0.0713 50 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 0.474 14.18 14.84 4871 1356 0.767 0,213 -0.695 0.442 1,696 0.832 22.5 5505125-15 ' 3 0.0188 33 0.153 0.52 0.630 0.229 2.029 0.023 0.390 • - • - - - 0.018 0.140 -0.651 0.423 1166 0.910 22.9 5505125-27 0,0283 33 0.229 0.78 0.938 0.341 2,023 0.034 0.385 0.898 0.246 4.86 4,26 362 382 0.061 0.205 -0.641 0.417 2.157 0.912 279 5505125-30 0.0312 33 0.252 0.86 1.031 0.375 2.021 0.037 0.384 0.996 0.286 5.65 4.95 512 512 0.082 0.224 -0.639 0.415 2.154 0.912 27.9 550S125-33 0.0346 33 0.279 0.95 1.139 0.414 2.019 0.041 0,382 1.111 0.335 6.62 5.78 699 699 0.112 0.246 -0.635 0.413 2.151 0.913 27.8 550S125-43 0.0451 33 0.362 1.23 1.468 0.534 2.013 0.052 0.377 1.458 0.500 9.88 8.61 1550 1199 0.246 0.309 -0.625 0.407 2.141 0.915 27.6 5505125-54 0.0566 33 0,450 1.53 1.805 0.656 2.002 0.061 0.369 1.805 0.647 12.79 11.92 2739 1666 0.481 0.374 -0.613 0,401 2.126 0.917 27.3 5505125-54 0.0566 50 0.450 1.53 1.805 0.656 2.002 0.061 0,369 1.791 0.606 18.13 15.75 3093 1881 0.481 0.374 -0.613 0.401 2.126 0.917 22.1 5505125-68 0.0713 33 0.559 1.90 2209 0,803 1.987 0.072 0.358 2.205 0.801 18.94 ' 18.59 4347 2057 0.948 0.448 4.597 0,392 2.106 0.920 24.6 550S125-68 0.0713 50 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 0.791 23.68 21.98 5350 2532 0.948 0.448 -0.597 0.392 2.106 0.920 21.8 6005125-18 '-' 0.0188 33 0.162 0.55 0.778 0.259 2.189 0.024 0.382 - - - - - • 0.019 0.172 -0,623 0,408 2.308 0.927 22.7 6005125-27 ' 0.0283 33 0.243 0.83 1.160 0.387 2.183 0.035 0,377 1.097 0.271 5.35 4.63 349 349 0,065 0.251 -0.614 0,402 2.299 0,929 27.7 6005125-30 0.0312 33 0.268 0,91 1.275 0.425 2.181 0,038 0.376 1.218 0.315 6.22 5.39 468 468 0.087 0.274 -0.611 0.401 2.296 0.929 27.6 6005125-33 0.0346 33 0.297 1.01 1.409 0.470 2.179 0.042 0.374 1.361 0.369 7,30 6.32 638 638 0.118 0.300 -0.608 0.399 2.293 0.930 27,6 6005125-43 0.0451 33 0.385 1.31 1,817 0,606 2.173 0.053 0.369 1.807 0.555 10.96 9.46 1416 1240 0.261 0.378 -0.598 0.393 2.284 0.931 27.3 6005125-54 0.0566 33 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.236 0.727 14.37 1318 2739 1890 0.511 0.457 -0.586 0,386 2.269 0,933 27,1 6005125-54 0.0566 50 0.479 1.63 1236 0.745 2.161 0.063 0.362 2220 0.673 20.15 17,34 2823 1947 0,511 0.457 -0.586 0,386 2.269 0,933 21.9 6005125-68 0,0713 33 0.595 2,02 2.740 0.913 2.146 0.073 0.351 2.735 0,911 21,53 2 20,65 4347 2339 1.008 0.548 -0.570 0.378 2.248 0.936 24,4 6005125.68 0.0713 50 0.595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 0.898 26.138 24.34 5350 2879 1,008 0.548 -0.570 0.378 1248 0,936 21,6 8005125-33 ' 0.0346 33 0.366 1.25 2.881 0.720 2.806 0.044 0.347 2.656 0,507 10,02 8,22 474 474 0.146 0.582 -0.519 0.349 2.875 0,967 26.6 8005125-43 0.0451 33 0,475 1.62 3.721 0.930 2.799 0.056 0.342 3.581 0.773 15.27 12,56 1051 1051 0,322 0,735 -0.510 0,344 2,865 0.958 26.3 8005125.54 0.0566 33 0,592 2,01 4.593 1,148 2,786 0,066 0.335 4.566 1.035 20.46 17117 2091 2091 0.632 0,889 -0.499 0.338 2.850 0.969 26.0 8005125-54 0.0566 50 0.592 2,01 4.593 1.148 2.786 0.066 0.335 4.431. 0,942 28.21 23,18 2091 2091 0,632 0.889 -0,499 0.338 2.850 0.869 21.1 6006125.68 0.0713 33 0.738 2.51 5.653 1.413 2.768 0,078 0.324 5,644 1.375 27.18 25,21 4221 3367 1.250 1,068 -0.485 0.330 2,829 0.971 25.6 800S125-68 0.0713 50 0.738 2.51 5.653 1.413 2.766 0.078 0.324 5,632 1.287 38.54 33.22 4221 3367 1.250 1.066 -0.485 0.330 2.829 0,971 20.8 'Web height -to -thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. zit/towable moment includes cold work of forming. Where web height -to -thickness ratio exceeds 260 or flange width -to -thickness ratio exceeds 50, effective properties are not calculated. See AISI S.100 Section 81. Application of these products in a non -composite design shal t be approved by a design professional. Complies With 2009, 2012 and 2015 IBC www.SSMA.com 38 ESR-2196 I Most Widely Accepted and Trusted Page 6 of 10 DESIGNATION DESCRIPTION (Size , /703 NOMINAL DIAMETER (inch) NOMINAL SCREW LENGTH' (inch) HEAD STYLE' NOMINAL HEAD DIAMETER DRILL POINT (Number) DRILLING / PIERCING CAPACITY (Inch) LENGTH OF LOAD BEARING AREA' (Inch) COATING2 Min. Max. 6 X 2 PBH SD Zinc #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 6 X 2 PBH SD Zinc Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 8 X 25/8 PBH SD #8-18 0.164 23/8 PBH 0.330 1 0.033 0.112 2.000 BP 8 X 23/8 PBH SD Zinc #8-18 0.164 23/8 PBH 0.330 1 0.033 0.112 2.000 Zinc-2 8 X 25/8 PBH SD #8-18 0.164 25/8 PBH 0.330 1 0.033 0.112 2.250 BP 8 X 25/8 PBH SD Zinc #8-18 0.164 25/8 PBH 0.330 1 0.033 0.112 2.250 Zinc-2 8 X 3 PBH SD #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 BP 8 X 3 PBH SD Zinc #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 Zinc-2 8 X 114 PWH SD CMT 80 08-18 0.164 .114 PWH 0.421 1 0.033 0,112 0.875 Tufcoat 8 X 154 PWH SD GMT BD 48-18 0,164 15/ PWH 0,421 1 0,330 0.112 1.250 Tufcoat For SI: 1 inch = 25.4 mm. 'Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 'For coating abbreviations, BP = Black phosphated per EN ISO 3892; DGP = Dark Grey phosphate per EN ISO 3892; Zinc-2 = EN/ISO 4042 A3F; Zinc-3 = electroplated zinc coating, Cr3+ passivated; KwIk-Cote = Proprietary organic zinc coating; CRC = Proprietary Duplex Coating; Tufcoat = Tufcoat forest green similar to ISO 10683. 'An 'S' in the thread designation indicates a double thread. Listed thread pitch is for one thread only. `Refer to Figure 12 for nominal screw length (L) and load bearing area (LBA) description. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (NoT/C1), pounds-force1'"4 Steel F. = 45 ksi Applied Factor of Safety, 0 = 3.0 Screw Description Nominal Diameter (in.) Design thickness of member not in contact with the screw head (in.) 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0,090 0.105 0.135 Self -drilling Screws for Steel -to -Steel Connections' 47-18 0.151 - - 69 92 116 144 173 202 260 #8-18 0.164 - - - - 75 100 125 157 188 220 282 #10-12-- #10-16 #10-18 0.190 - - - - 87 116 145 182 218 254 327 _ #12-14 #12-24 0.216 - - - - 99 132 165 207 . 248 289 373 1/8-14 0.250 - - - - 115 153 191 239 287 333 430 Self -piercing Screws for Steel -to -Steel Connections' #8-18S 0.164 37 49 68 86 109 - - - - - 410-125 0.190 44 53 77 102 117 150 - - - - - For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 2Unless otherwise noted, load values are based upon calculations In accordance with Section E4 of AISI 5100, ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 'The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD cl) factor of 0.5. 'For F. a 65 ksi steel, multiply values by 1.44. 6Load values are based on testing in accordance with AISI S905. 39 ESR-2196 I Most Widely Accepted and Trusted Page 7 oP 10 TABLE 3—ALLOWABLE TENSILE PULL -OVER LOADS (PNov10), FOR HILTI ASTM C1513 SCREWS, pounds-force''2'5•4'5 Steel F„ = 45 ksi Applied Factor of Safety, II = 3.0 Screw Description Washer or Head Diameter (in.) Design thickness of member in contact with the screw head (in.) 0.015 0.018 0.024 0.030 0,036 0.048 0.060 0.075 0.090 0.105 0.135 Hex Washer Head (HWH) or High Hex Washer Head (HHWH) #8-18S 0.315 106 128 170 48-18 0.335 113 136 181 225 271 363 453 567 680 790 1020 #10-16 #10-125 0.399 135 162 215 268 323 430 540 673 807 943 1210 #12-14 #12-24 0.415 140 168 224 279 337 447 560 700 840 980 1260 1/4-14 0.500 169 203 270 336 407 540 677 843 1010 1180 1520 Phillips Pan Head (PPH) 48.18 0.311 105 126 168 210 252 336 420 525 630 735 945 410.18 0.364 123 147 197 246 295 393 491 614 737 860 1106 Phillips Truss Head (PTH) 410-18 0.433 146 175 234 292 351 468 585 731 877 1023 1315 Philips Pan Framing Head (PPFH) 47-18 0.303 102 123 164 205 245 327 409 511 614 716 920 Philips Pancake Head (PPCH) 410-16 0.409 1 138 166 221 276 331 442 552 690 828 966 1242 Torx Pancake Head (TPCH) 412-14 .0409 138 166 221 276 331 442 552 690 828 968 1242 Philips Flat Truss Head (PFTH) #10-12 0.364 123 147 197 246 295 393 491 614 737 860 1106 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for,design. 2Load values are based upon calculations in accordarice with Section E4 of AISI S100. ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 'The allowable pull -over capacity for intermediate member thicknesses can be determined by interpolating within the table. 'To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4> factor of 0.5, 'For F„ a 65 ksi steel, multiply values by 1.44. 40 ESR-2196 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4A-ALLOWABLE SHEAR (BEARING) CAPACITY OF STEEL -TO -STEEL CONNECTIONS USING HILTI ASTM C1513 SELF -DRILLING SCREWS, pounds-force1'2'3'4'5 Steel Fu = 45 ksi Applied Factor of Safety, 0 = 3.0 Design Screw Nominal thickness of member in Design thickness of member not in contact with the screw head (in.) Description Diameter contact with (in.) screw head, 0,036 0.048 0=060 0.075 0,090 0.105 0.135 (in.) 0.036 167 220 220 220 220 220 220 0.048 167 257 294 294 294 294 294 0.060 167 257 360 367 367 367 367 47-18 0.151 0.075 167 257 360 459 459 459 459 ' 0.090 167 257 360 459 550 550 550 0.105 167 257 360 459 550 642 642 0.135 167 257 360 459 550 642 826 0.036 174 239 239 239 239 239 239 0,048 174 268 319 319 319 319 319 0.060 174 268 373 400 400 400 400 #8-18 0.164 0,075 174 268 373 497 497 497 497 0.090 174 268 373 497 597 597 597 0.105 174 268 373 497 597 697 697 0.135 174 268 373 497 597 697 ..44...)53L---,. 0,036 188 277 277 277 277 277 277 0,048 188 289 370 370 370 370 #10-12 0.060 188 289 403 463 463 463 463 #10-16 0.190 0.075 188 289 403 563 577 577 577 #10-18 0.090 188 289 403 563 693 693 693 0.105 188 289 403 563 693 807 807 0.135 188 289 403 563 693 807 1040 0.036 • 200 • 309 315 315 315 315 315 0,048 200 308 420 420 420 420 420 0.060 200 308 430 523 523 523 523 #12-14 0.216 0,075 200 308 430 600 657 657 657 #12-24 0.090 200 308 430 600 787 787 787 0.105 200 308 430 600 787 920 920 0.135 200 308 430 600 787 920 1180 0.036 215 340 363 363 363 363 363 0.048 215 331 467 487 487 487 487 0.060 215 331 463 607 607 607 607 1/4-14 0.250 0.075 215 331 463 647 760 760 760 0.090 215 331 463 647 850 910 910 0.105 215 331 463 647 850 1060 1060 0.135 215 331 463 647 850 1060 1370 CP7R4firrrylrY/Drr'ty-r - 6. • A PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0241 DATE: 10/01/2019 PROJECT NAME: ZOOMCARE SITE ADDRESS: 17250 SOUTHCENTER PKWY Original Plan Submittal Revision # before Peiiiiit Issued Response to Correction Letter # X Revision # after Permit Issued DEPARTMENTS: ft-,\ Building Division ic orks M Fire Prevention Structural ItHini/A Planning ivision Er Permit Coordinator n PRELIMINARY REVIEW: Not Applicable El (no approval/review required) REVIEWER'S INITIALS: DATE: 10/01/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved El Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 10/29/2019 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire p Ping 0 PW 0 Staff Initials: 12/IB/2013 r A PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0241 DATE: 07/29/19 PROJECT NAME: ZOOMCARE SITE ADDRESS: 17250 SOUTHCENTER PKWY - SUITE 136 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: h-\\ pko Building 111Viiision WorksPublic 11 tire Prevention Planning vision'I. ‘14161 5 YlIck- Structural Permit Coordinator p PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 07/30/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Notation: Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 08/27 19 P 7 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire El Ping 0 PW Staff Initials: 12/18/2013 PROJECT NAME: loop 4PERMIT NO: Giol—oepfl SITE ADDRESS: (IWO b, -4 te444-4- ?NI? 13(00RIGINAL ISSUE DATE: 11101E61 REVISION LOG REVISION . NO DATE RECEIVED STAFF IN TIALS ISSUED DATE STAFF INITIALS i ,,,,,, , S ary of Revision: n414tcli 4 (*tint WM 41/14 Received bf: j- ,g,,,,,, REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 1-"\ Date: Z7 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: big ?.-41 Response to Incomplete Letter # ▪ Response to Correction Letter # Ei Revision # before Permit is Issued roti Revision # after Permit is Issued ▪ Revision requested by a City Building Inspector or Plans Examiner LI Deferred Submittal # Project Name: ZOOM SouTi4 CfATTSe.. Project Address: 7 Z. ScaTt4C,ENTC.R PKw Y 1 3(es Contact Person: bAt.ttL 1bMES Phone Number: ( 'M) /gig— z705 Summary of Revision: ET, -IS / PE-6S To C.144-A-Ni 6E LeLt T--YPS At6/c, R&M r--t,t(k., Fig,/ GIHT LTD STrZacx (A/2E wict-u,s 7-11 PAgii A-L. 1-11" Le.)A-LLS 'Ttlicou61-i r REC-FIVED CITY OF TUKWILA SEP 3 0 2019 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including ate efre Received at the City of Tukwila Permit Center by: 111 Entered in TRAKiT on ,isio CAUsers\Kandaue-NNAppDatalLocal MicrosoftlWindowsllNetCache\Contem.Outlook\Q13518YWORevision Submittal Form.doc Revised: August 2019 /" r - Home I '.,spaiiol Contact Search L&I Safety & Health Claims & Insurance Washington State Department of Labor & industries AZ Index Help My Workplace Rights Trade & Licensing FERRIS/TURNEY GEN CONTRS INC Owner or tradesperson Principals FERRIS, RODNEY WALTER, PRESIDENT TURrEY, NEIL M, SECRETARY (Enr• 05/31/2011) Doing business as FERF'S/TURNEY GEN CONTRS INC WA UBI No 601 8,19 994 PO BOX 31109 SEATTLE, WA 98103 206-632-2797 KING County Business type Corporation Governing persons RODNEY WALTER FERRIS NEIL M TURNEY; Certifications & Endorsements License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Const.ruction Contractor Active. Meets current requirements. License specialties GENERAL License no. FERF,IGC037N1 Effectve — expiration 08/2111997— 05/28/2021 Bond TRAELERS CAS & STY CO OF AMER Bond account no 1047F14605 $12,000,00 Received by L&I Effective date 08/07/2006 08/06/2006 Expiration date Until Canceled Insurance BITCO General Ins Corp $1,000,000.00 Policy no. CLP3685232 Received by L&I Effective date 08/16/2019 08/25/2019 Expiration date 08/25/2020 Insurance history Help us improve TENANT STRUCTURAL_ GOorn+Care CONTACT INFO ABH� T STRUCTURAL CONTACT INFO Heather Hardy ENGINEERS Clinton Ambrose 1455 NW Irving St. t: 503 789-2818 1640 NW Johnson St, t: 503 243-6682 Suite 600 Portland, OR 97209 Portland, OR 97209 zoomcare.com abht-structural-com hhardyfdzoomcare.com clintonfdabht-structurat.com ARCHITECT �tva architects, Inc. CONTACT INFO Pam Saftler 920 SW 6th Ave. t: 503 220-0668 Suite1500 f: 503225-0803 Portland, OR 97204 tvaarchitects.com pamsrdtva a rc h itects. co m GC Ferris - Turney CONTACT INFO Rod Ferris 118 N. 35th St. SUITE 100 t: 206 793-5500 Seattle, WA 98103 ferris-turney.com rodfrdfe rri s-tu rn ey.co m PROJECT SUMMARY STREET ADDRESS: 17250 SOUTHCENTER PKWY, SUITE #136, TUKWILA, WA 98188 PROJECT DESCRIPTION: INTERIOR TENANT IMPROVEMENTS AT AN EXISTING EMPTY RETAIL SPACE IN AN EXISTING BUILDING. NEW WORK ON INTERIOR TO INCLUDE WALLS, CEILINGS, DOORS, FINISHES, FIXTURES, RESTROOM & ASSOCIATED UTILITIES. AUTHORITY HAVING JURISDICTION (AHJ): CITY OF TUKWILA APPLICABLE CODES & REGULATIONS: BUILDING CODE 2015 INTERNATIONAL BUILDING CODE ACCESSIBILITY CODES FOR ADA COMPLIANCE: ALL PUBLIC, COMMON AND WORK AREAS, AND SITE, CONFORM TO THE AMERICANS WITH DISABILITIESACTTITLE III FOR BUILDING CODE COMPLIANCE: THE BUILDING AND SITE CONFORM TO IBC CHAPTER 11, AND 2009 ICC ANSI Al17.1 FIRE ALARM AND SPRINKLER CODES 2013 and 2010 NFPA 13 FOR FIRE SPRINKLERS 2013 and 2010 NFPA 72 FOR FIRE ALARMS NEIGHBORHOOD: TUKWILA PARCEL: 7888920020 (KING COUNTY) ZONE: TUC CC TUKWILA URBAN CENTER - COMMERCIAL CORRIDOR oil] 14 1I'lik,Lei I1 is] Oki 11T_ ac OCCUPANCY TYPE: TENANT SPACE B - BUSINESS PARCEL: 7888920020 CONSTRUCTION TYPE: II-B FLOOR AREA: 1,975 SF (THIS PERMIT) BUILDING HEIGHT: NO CHANGE OCCUPANT LOAD: TENANT SPACE - 50 OCCUPANTS EGRESS: (2) EXITS REQUIRED AND PROVIDED SPRINKLER SYSTEM: NON-SPRINKLERED SEPARATE PERMITS 1. SIGNAGE 2. FIRE ALARM (NFPA 721 3. SUSPENDED CEILING SEISMIC DEFLECTION 4. MECHANICAL SYSTEM 5. PLUMBING SYSTEM 6. ELECTRICAL SYSTEM SPECIAL INSPECTIONS SPECIAL INSPECTION REQ'D FOR POST - INSTALLED CONCRETE ANCHOR INSTALLATION 1i # �s r. L o TU'r\"fW WA -.,, E RI'Al I T S' a �rt <Ky 2 0 19 - u,&"%l 9% -2% 5 D RAW I N G INDEX LEGEND: ■ CREATED O UPDATE 0 ISSUED n MERGEDI X DELETED ❑ ISSUED FOR REFERENCE ONLY SHEET SHEET NAME DDSET PERMIT SET CURRENT REV NUMBER (07-05-20WI (07-19-2019) CURRENT REV DATE PROJECT INFO & SURVEY G0.00 IPROJECTTITLE AND INFORMATION ■ 0 PermitRevisioni 9/25/2019 G0.02 ARCHITECTURAL SYMBOLS AND ABBREVIATIONS ■ O CODE ANALYSIS 31.00a ACCESSIBILITY NOTES ■ 0 07.01 1ST FLOOR CODE ANALYSIS PLAN ■ • IG1.50 VERTICAL ASSEMBLY TYPES �Y O Permit Revision 9/25/2619 ARCHITFCTURF A0.10 OVERALL SITE PLAN g 0 A1.01 OVERALL 1ST FLOOR PLAN ■ O Permit Revision 1 9/25/2019 A3.01 OVERALL 1ST FLOOR RCP ■ 0 It A6.01 DOOR TYPES & SCHEDULE ■ 0 A7.01 OVERALL 1ST FLOOR FINISH PLAN ■ 0 A7.11 EQUIPMENT PLAN ■ A7.50 INTERIOR ELEVATIONS ■ 0 A8.10 DETAILS ■ 0 7 STRUCTURE 51.01 METAL STUD WALL FRAMING DETAIL ■ Permit Revision-1-- 9/25/2019 5I.02 1 METAL STUD WALL FRAMING DETAIL ■ Permit Revision 1 1 9/25/2019 VICINITY MAP NOT TO SCALE REVISIONS No c!-:an;tes snail be mane to the scope of work wanoui rn'O: aDofoval of the Tukwila, Building Division, NOTE: Revisions will redulre a new plan submittal and may include aaddlonal plan review. SEPARATE PERMIT REWIRED FOR: Mechanical E ®PY N Plumbing Permit No. Gas Piping Plan review approval Is WNW to errors ano CityofTukwila omissionsApprovalof construction aocuments does TRUE NORTH BUILDING DIVISION not authorize the violation of any adopted code or ordinance Re Ipt df approved Fielo Copy and I acxnowledgee: (@ �! By-�ns REVISION NO. Oate: city of TUr< - BUILDING DIVISION tva architects inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www.tvaarthitects.com ,12898 REGISTEREp ARCHITECT AMANDABUTLER STATE OF WASHINGTON DO 00 00 Q a J D I-" n LL1 Z L.LI I-- Q L0 O LY) N C� avision 9/25/2019 TUKWILr, 30 2019 CENTER MIT SET ACT TITLE AND INFORMATION i UNIVERSAL CARE ROOM 105 O U RESTROOM 1 _109 _ L=J ., U UNIVERSAL UNIVERSAL ELECTRICAL `S - RESTROOM 2 ^ \-, 10 1 CARE ROOM 106 ® CARE ROOM 107 O ROOM -� 111 Q O W J WELCOME LON 101 FSToi4c ?: 21 /aos�4 QN4Lij�� ----------------®-�VCF,26 1 -Q.. EXIT ACCESS TRAVEL=74 b 300; �THUS,OKAY - E 25.M,.. w +EXIT. 0-0 - - J ) TEST NOOK Tr 102 PHARMACY 103 COMMON PATH OF TRAVEL =24'-3"<100'; ' +,y - -THUS-OKAY - - - J x 1ST FLOOR CODE ANALYSIS 1/4" = 1'-0" i � SECONDARY EXIT ACCESS TRAVEL -30 -0" 300'; 25 T EXI . �. -US, OKAY HALLWAY (112 UNIVERSAL CARE ROOM 104 WORKROOM 108 (_11 r M, FIRE & LIFE SAFETY SCHEDULE - LEVEL 1 )UMBER NAME -�ea - FUNCTION OF SPACE LOAD FACTOR OCC. LOA' 101 WELCOME 302 SF ---------------- ASSEMBLY W/0 FIXED SEATS - UNCONCENTRATED (TABLES &CHAIRS) -- 15 21 102 TEST NOOK - - - 93 SF BUSINESSAREAS 100 ---- 1 - 103 - PHARMACY ------- 214SF ----- BUSINESS AREAS 100 3 104 UNIVERSAL CARE ROOM 110SF (INSTITUTIONAL - OUTPATIENT AREAS 100 2 105 UNIVERSAL CARE ROOM 110 SF INSTITUTIONAL -OUTPATIENT AREAS 100 2 106 UNIVERSAL CARE ROOM 110SF INSTITUTIONAL-OUTPATIENTAREAS 100 2 107 UNIVERSAL CARE ROOM 110SF INSTITUTIONAL- OUTPATIENTAREAS 100 2 108 WORKROOM 158 SF (ASSEMBLY W/0 FIXED SEATS - UNCONCENTRATED (TABLES & CHAIRS) 15 11 109 RESTROOM 1 52 SF BUSINESS AREAS 100 1 110 RESTROOM 2 52 SF BUSINESSAREAS 100 1 111 ELECTRICAL ROOM 112 SF STORAGE - ACCESSORY/NON-HAZARDOUS 300 1 112 HALLWAY 332SF BUSINESS AREAS 100 3 TOTAL OCCUPANTS: 50 OCCUPANCY GROUPS AND CONSTRUCTION TYPE PER IBC 2015: GROUP B, TYPE II-B SPRINKLERED NON -SEPARATED USE PER IBC 2015 508.3 CONSTRUCTION TYPE NOTES MOST STRINGENT OF SBC 2015 AND NFPA 101 NOTES: 1. SEE ARCHITECTURAL PLANS, SECTIONS AND DETAILS. SEE Al 50 SHEET SERIES FOR LISTED ASSEMBLIES 2. SEE ARCHITECTURAL PLANS, SECTIONS AND DETAILS. • FLOOR CEILING (EXISTING) • ROOF CEILING(EXISTING) • EXTERIOR WALLS (EXISTING) • 0-HOUR NON -BEARING INTERIOR WALLS PER TABLE 601 (TYPICAL) CODE ANALYSIS LEGEND FE , X FIRE EXTINGUISHER CABINET, AS SPECIFIED. (LOCATE PER REQUIREMENTS OF NFPA 10 AND PER NFPA 101 9.7.4.11 (X OCCi ROOM OCCUPANT LOAD (OR TOTAL FLOOR OCCUPANT LOAD) PER SECTION 1004. 1®1 EXIT SIGN W/ INTEGRATED DIRECTIONAL ARROW WHERE OCCURS AT ALL EXITS, EVERY 100' IN CORRIDORS, AND IN SPACES WHERE 2 MORE ARE REQUIRED PER SECTION 1011. SEE ELECTRICAL DRAWINGS. (WI POCHE INDICATING "EXIT" TEXT SIDE OF SIGN.) SIGNS SHOWN IN CORRIDORS ARE CEILING HUNG. SIGNS SHOWN ON WALL ARE WALL HUNG. EXIT+REQUIRED EXIT AND EXIT EGRESS DIRECTION +ACCUMULATIVE NUMBER OF OCCUPANTS SERVED WITH EGRESS DIRECTION AT ARROW LOCATION. (DESIGNATED WHERE (2) MEANS OF EGRESS ARE REQUIRED PER TABLE 1004.1.1) ACCESSIBLE MEANS OF EGRESS (AMOEI MOER: 2 MEANS OF EGRESS REQUIRED = 2 MAX OCCUPANT LOADS PER SBC TABLE 1006.2.1 OCCUPANCY MAX OCCUPANT LOAD B 49 -4 - -# EGRESS PATH TYPE ®- -® COMMON PATH FO TRAVEL TYPE MAX DIAGONAL DISTANCE AND EXIT SEPARATION. NOjF - SEE NOTE ON THE DASHED LINE FOR CALCS. DOOR FIRE/SMOKE RATING. THIS IS FOR CODE 60 MIN/S REVIEW CONVENIENCE ONLY. REFER TO DOOR SCHEDULE FOR DOOR INFORMATION. SMOKE RATING FIRE RATING BUILDING CODE INFORMATION AUTHORITY HAVING JURISDICTION (AHJI: CITY OF TUKWILA FIRE MARSHAL APPLICABLE CODES & REGULATIONS: STATE BUILDING CODES 2015 IBC ACCESSIBILITY CODES FOR ADA COMPLIANCE: ALL PUBLIC, COMMON AND WORK AREAS, AND SITE, CONFORM TO THE AMERICANS WITH DISABILITIES ACT TITLE III FOR BUILDING CODE COMPLIANCE: THE BUILDING AND SITE CONFORM TO SBC CHAPTER 11. AND 2009 ICC ANSI Al 17.1 FIRE ALARM AND SPRINKLER CODES 2013 and 2010 NFPA 13 FOR FIRE SPRINKLERS 2013 and 2010 NFPA 72 FOR FIRE ALARM ACCESSIBILITY CODE COMPLIANCE NOTES: 1. BASED ON MOST STRINGENT REQUIREMENTS OF ACCESSIBILITY CODES LISTED UNDER APPLICABLE CODES ON THIS SHEET. 2. SEE ACCESSIBILITY REQUIREMENTS SHEET ON THIS SHEET FOR REQUIREMENTS. SITE: • 1 PUBLIC ENTRY IS PROVIDED, AND IS ACCESSIBLE. • EXTERIOR EXIT DOORS ARE PROVIDED, AND ARE ACCESSIBLE. • 1 EXTERIOR ACCESSIBLE ROUTE IS PROVIDED TO THE PUBLIC WAY FROM ALL EXIT DOORS. • SEE CODE ANALYSIS PLAN - 1ST FLOOR FOR PASSENGER LOADING ZONE. CODE ANALYSIS GENERAL NOTES 1. SEE CODE INFORMATION SHEET FOR RELATIONSHIP OF LICENSING TO BUILDING CODE CRITERIA 2. LOCAL BUILDING DEPARTMENT CONFORMS TO 2014 OSSC. OREGON DEPARTMENT OF HEALTH AND HUMAN SERVICES CONFORMS TO NFPA 101, 2012 EDITION. 3. THIS CODE ANALYSIS PLAN IS FOR REFERENCE ONLY. SEE ALL OTHER PLAN SHEETS FOR CONTRACT DOCUMENT INFORMATION. THIS CODE ANALYSIS IDENTIFIES SOME SPECIFIC BUILDING CODE REQUIREMENTS BUT IS NOT INTENDED TO LISTALL BUILDING CODE REQUIREMENTS. 4. SEE ASSEMBLIES/ CODE SHEET FOR CODE SUMMARY, 5. SEE CODE INFORMATION SHEET, ACCESSIBILITY NOTES SHEETS, AND OTHER PLAN AND DETAIL SHEETS FOR ACCESSIBILITY CONFORMANCE. 6. SEE SITE PLAN FOR EXIT DISCHARGE, PROPERTY LINE, AND PUBLIC WAY LOCATIONS, WALL TYPES AND FIRE PROTECTION LEGEND (WT) WALL TYPES NOTES: 1. SEE SPECIFIC WALL TYPE AND LISTED ASSEMBLIES ON FLOOR PLANS AND A150 WALL TYPE SHEET SERIES. 2. SEE CODE ANALYSIS PLANS FOR EACH SPECIFIC DESIGNATED OSSC WALL TYPE AND LOCATION. 3. SPECIFIC OSSC WALLS TYPES OCCURRING IN COMBINATION WITH OTHER SPECIFIC OSSC WALL TYPES TO COMPLY WITH THE MOST RESTRICTIVE REQUIREMENTS OF EACH. 4. SYMBOL IS SHOWN ONLY WHEN NECESSARY FOR CLARITY, 0 1-HOUR FIRE RESISTIVE WALL OR NON -RATED (NR) WALL FOR CONSTRUCTION TYPE PURPOSES ONLY, PER TABLE 601. NO ADDITIONAL PROTECTION FEATURES FROM WT NOTE 3 ABOVE ARE REQUIRED. SEE STRUCTURAL DRAWINGS FOR BEARING WALL LOCATIONS. >L _ PER NFPA 13 12010 / 2013) - 8.15.1.2.2: CONCEALED SPACES OF NONCOMBUSTIBLE AND LIMITED -COMBUSTIBLE CONSTRUCTION WITH LIMITED ACCESS AND NOT PERMITTING OCCUPANCY OR STORAGE OF COMBUSTIBLE SHALL NOT REQUIRE SPRINKLER PROTECTION. PER SBC SEC. 713.14.1 EXCEPTION 1: BUILDING MUST BE EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1 PER SBC 407.7: A FIRE ALARM SYSTEM SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 907.2.6 EMERGENCY AND STANDBY POWER REQUIREMENTS PER IBC 407.10; AUTOMATIC EMERGENCY POWER AND/OR STANDBY POWER SUPPLIES SHALL BE PROVIDED FOR ALL HEALTHCARE FACILITIES, AS DEFINED IN NFPA 99, THE APPROVED ALTERNATIVE POWER SUPPLY SHALL MAINTAIN OPERATING ENERGY TO THE FACILITY FOR A PERIOD OF NOT LESS THAN 90 MINUTES. EMERGENCY AND STANDBY POWER SUPPLIES SHALL BE INSTALLED AS REQUIRED IN THE OREGON ELECTRICAL SPECIALTY CODE AND IN ACCORDANCE WITH NFPA 99. OCCUPANCY, CONSTRUCTION TYPE, AREA, AND HEIGHT LIMITATIONS (IBC) tva architects inc. 920 sw sixth avenue I suite 1500 porttand, oregon 97204 phone: 503 220 0668 www. tvaa rc h i tects.co m PER CODE NOTES: 1. SEE CODE ANALYSIS PLANS FOR ACCOMPANYING INFORMATION. CODE INFORMATION INDICATED BELOW ONLY LISTS SOME SPECIFIC REQUIREMENTS BUT DOES NOT LIST ALL BUILDING CODE REQUIREMENTS, 2. NON -SEPARATED USES ARE PROPOSED FORALL OCCUPANCIES IN ACCORDANCE WITH SECTION 508.3. OCCUPANCY GROUPS: B,BUSINES (CHAPTER 31 NON-SEPAR TEIREVIEWED F . (SEE CODE A 166brMMPLIAt BASIC ALLOWABLE AREA: NO CHANGE APPROVED 12898 REGISTERED AU AMANOABUTLER STATE OF WASHINGTON 00 CO CO 0- Q 0 n ry W I- z W C) F-- 0 (.() O L0 N C� [MOST OFIBC C.5 30 ,TABLE 3) SE OCT 07 2019 BUILDING HEIGHT: NO CHANGE (SECTION 503, TABLE 503) City Of Tukwila BUILDING DIVISION N0. OF STORIES (IBC): Itl. NO CHA (SECTION 503, TABLE 503 AND SECTION 504.21 r✓ -t �,` Or i I (KWjL,,`1 GROSS AREA [PER STORY): NO CHANGE SEP 3 2019 (SECTION 503, TABLE 5031 CONSTRUCTION TYPES: IIBSPRINKLERED, PEPIJITCENTER (CHAPTER 61 NO CHANGE I=1TZn&1m 1ST FLOOR NOTES: NO. OF STORIES fNFPAI: OCCUPANCY EXISTING CODE 1. THE FOLLOWING CALCULATIONS ARE BASED ON IBC (NFPA 101 TABLE 18.1.6.11 CHAPTER 29 AND IBC TABLE 2902.1 BUSINESS 1,NOCHANGE ANALYSIS 2. PER 2902.3, CUSTOMERS, PATRONS AND VISITORS SHALL BE PROVIDED WITH PUBLIC TOILET FACILITIES. THE NUMBER OF CONSTRUCTION TYPES: OCCUPANCY EXISTING p) AN FIXTURES SHALL BE PROVIDED IN ACCORDANCE WITH (NFPA 101 TABLE 18.1.6.1) BUSINESS II-B, NO CHANGE SECTION 2902.1 FOR ALL USERS. Project # 19037 1ST FLOOR # OF OCCUPANTS = 50 REQUIRED: 1 BATHROOM PER 25 PERSONS EGRESS REQUIREMENTS ■ 1 LAVATORY PER 40 PERSONS OG 01 =2 BATHROOMS AND LAVATORIES OCCUPANT LOAD: 50 PROVIDED: 2 UNISEX BATHROOM AND (SECTION 1004 & TABLE 1004.1.21 SEE CODE ANALYSIS PLANS 2 LAVATORY Djoi-ot4l Date: 2019-09-25 PLUMBING CALCULATIONS OCCUPANCY, CONSTRUCTION TYPE, AND HEIGHT LIMITATIONS (NFPA 101) 09 29 00 FILL DEFLECTION HEAD VOID WITH ACOUSTIC INSULATION 09 29 00 ACOUSTICAL INSULATION LOCATE INSULATION ON PLUMBING SIDE OF CHASE PARTITION 09 29 00 ACOUSTICAL SEALANT AT ALL OPENINGS NO OPENINGS ON OPPOSITE SIDES OF PARTITION AT THE SAME STUD CAVITY NOTE: 1. SEE PARTITION TYPE FOR STUD & GYP BD CONFIGURATIONS. 2. AT HEAD CONDITION'Y' OR'Z' EXTEND SOUND INSULATION OVER STUD BACK INTO ROOM MIN 4'-0" EA. SIDE OF PARTITION 3. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS. 2 ACOUSTIC ISOLATION AT PARTITION 3.. = 1'-0,. NOTE: 1. GIVE PRIORITY TO HIGHER STC-RATED WALLS AT SOUND -RATED WALL INTERSECTIONS. 2. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS. 09 29 00 GYP BD ON STEEL FRAMING 09 29 00 ACOUSTIC SEALANT AT PERIMETER OF PARTITION TYPICAL FOR BOTH SIDES OF PARTITION MAXIMUM 1/4" GAP CLEARANCE 3 ACOUSTIC SEPARATION AT WALLS 3" = 1' 0" GYPSUM BOARD TO BE HELD BACK MIN OF 1/2" MAX 1" FROM ALL SURFACES OF DUCT 09 29 00 CONTINUOUS BEAD OF NON -HARDENING, RESILIENT ACOUSTICAL SEALANT ON ALL FOUR SIDES OF DUCT 2" WIDE BY 1-1/4" THICK CLOSED CELL NEOPRENE RUBBER APPLIED TO EACH SURFACE OF DUCT WITH APPROPRIATE ADHESIVE TO ACT AS BACKING FOR ACOUSTICAL CAULK NOTE: 1, SEE PARTITION TYPE FOR STUD & GYP BD CONFIGURATIONS. 2. AT HEAD CONDITION'Y' OR'Z' EXTEND SOUND INSULATION OVER STUD BACK INTO ROOM MIN 4'4' EA. SIDE OF PARTITION 3. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS 4 DUCT PENETRATION AT DRYWALL CONSTRUCTION 3" = 1'-0" 09 29 00 FILL DEFLECTION HEAD VOID WITH ACOUSTIC INSULATION FOR PIPE DIAMETER GREATER THAN 1": 09 29 00 ACOUSTICAL INSULATION LOCATE INSULATION ON PLUMBING SIDE OF CHASE PARTITION 09 29 00 CONTINUOUS BEAD OF NON -HARDENING, RESILIENT ACOUSTICAL SEALANT TO FILL OPENING AROUND PIPE OR CONDUIT V WIDE BY 3/4" THICK CLOSED CELL NEOPRENE RUBBER AROUND PIPE TO ACT AS BACKING FOR ACOUSTICAL CAULK NOTE: 1. SEE PARTITION TYPE FOR STUD & GYP BD CONFIGURATIONS. 2. AT HEAD CONDITION'Y' OR'Z' EXTEND SOUND INSULATION OVER STUD BACK INTO ROOM MIN 4'-0" EA. SIDE OF PARTITION 3. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS. FOR PIPE DIAMETER LESS THAN 1": GYPSUM BOARD TO BE HELD BACK MIN. 1/4", MAX 3/8" FROM SURFACE OF PIPE OR CONDUIT 09 29 00 CONTINUOUS BEAD OF NON -HARDENING, RESILIENT ACOUSTICAL SEALANT TO FILL OPENING AROUND PIPE OR CONDUIT 5 PIPE/CONDUIT PENETRATION AT ACOUSTIC PARTITION 3" = V-0" 1E8NP INTERIOR DOUBLE -SIDED PARTIAL HEIGHT PARTITION STC RATING SEE INT ELEV & PL; N(S) 092900 GWB CAP W/ EDGE BEADS 092900 I --r----"rl.. METAL FRAME BRACING, FASTEN TO STRUCTURE AS REQUIRED -=. 092900 i 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC '-`— SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS� NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 2900 , CONT ACOUSTIC SEALANT AT PERIMETER TYP BOTH SIDES OF SOUND PARTITION 1FF---_ S INTERIOR GYPBD fd (E) FURRING BOTTOM OF (E) DECK G 09 29 00 CONT ACOUSTICAL SEALANT @ EACH SIDE �j- (E) FRAMING @ HEAD (E) WALL / PARTITION 09 29 00 ACOUSTIC BATT INSULATION AT SOUND PARTITION (AS REQ'D OR EXISTING) 09 29 00 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 CONT ACOUSTIC SEALANT AT PERIMETER OF SOUND PARTITION 1GF-1-N-1c INTERIOR SINGLE SIDED PARTITION TO CEILING - OVER 10`-6" HT. DIAGONAL BRACING TO STRUCTURE PER INDUSTRY STANDARD CONT TRACK GYP BD ON STEEL FRAMING SEE PARTITION TYPE SCHEDULED CEILING SEE PLANS FOR ELEVATION 09 29 00 ACOUSTIC BATT INSULATION AT SOUND PARTITION (AS REQ'D OR EXISTING) 09 29 00 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 CONT ACOUSTIC SEALANTAT PERIMETER OF SOUND PARTITION 1HE_FNIC INTERIOR SINGLE SIDED PARTITION TO CEILING - 10'-6" MAX. HT. 1 A (1 � I S . . . . . . . . . . GENERAL WALL TYPES NOTES INTERIOR DOUBLE -SIDED PARTITION TO STRUCTURE 1. TYPE 'X' GYP WALL. BOARD SPECIFIED THROUGHOUT UNLESS OTHERWISE SPECIFIED. 2. SEE STRUCT FOR LOAD -BEARING AND SHEAR WALL LOCATIONS. BOTTOM OF (E) ROOF DECK OR CEILING 3. CONFORM TO DETAILED REQUIREMENTS OF DESIGNATED TESTING AUTHORITY NUMBERS AT ALL WALL CONT ACOUSTICAL SEALANT (a EACH SIDE ASSEMBLIES. WALLS DESIGNATED AS "BASED ON" VARYAS NOTED IN PARENTHESIS. 1 4. WALL TYPES STATED AS "BASED ON" A LISTED GA ASSEMBLY MIGHT VARY IN STUD SIZE. NO EXACT LISTED FILL DEFLECTION HEAD VOID W/ACOUSTIC INSUL. ASSEMBLY EXISTS. PER GA-600-2012 P.9 ITEM 16, "GREATER STUD SIZES (DEPTHSI SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -STUD SYSTEMS." THESE WALLS CAN ALSO BE SHOWN TO MEET THE SLOTTED DEFLECTION HEAD TRACK, CONTINUOUS REQUIRED FIRE RESISTIVE RATING BY THE CALCULATION METHOD PER SECTION 703.3.3 AND SECTION 721 IF j{ (DO NOT FASTEN STUDS OR GYP BD TO TRACK) REQUESTED. I1. FASTEN TO CEILING STRUCTURE AT 2'-0" O.C. 5. WALL TYPES STATED AS "BASED ON" A LISTED GA ASSEMBLY MIGHT VARY DUE TO THE ADDITION OF EXTRA LAYERS) OF ELEMENTS. NO EXACT LISTED ASSEMBLY EXISTS. PER GA-600-2012 P.9 ITEM 22, "ADDITIONAL ' 1 LAYERS OFTYPE'X' OR REGULAR GYP BOARD SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." ,.� 092900 FASTENERS SPECIFIED FOR THE ATTACHMENT OF GYP BOARD APPLIED OVER THE ADDITIONAL LAYERIS) OF ACOUSTIC GATT INSULATION AT SOUND PARTITION ELEMENTS SHALL BE INCREASED BY NOT LESS THAN THE THICKNESS OF THE ADDITIONAL LAYER(S). �j & ACOUSTICAL OR THERMAL BATTS ARE ALLOWED TO BE ADDED TO SYSTEMS NOT TESTED WITH MATERIAL PER 09 29 00 _ F GA EXPLANATORY NOTE GA-600-12 EXP NOTE 11 lI 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC 7. SEE SPECIFICATIONS FOR APPLICATION OF FINISH REQUIREMENTS. SPACING DEPENDING ON WALL HT. REF 8, SEE SHEET G1.00 FOR ENERGY CODE COMPLIANCE SUMMARY. STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY 9. GA FILE NUMBER REFERENCES ARE BASED ON GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL 1 ENHANCED GYP BD LOCATIONS GA-600-15 (21ST EDITION). SEE ROOM FINISH SCHEDULE FOR SASE TYPE 092900 WALL TYPES LEGEND t. CONTACOUSTIC SEALANTAT PERIMETER TYP BOTH SIDES OF SOUND PARTITION NOTES: 1. SEE ENERGY COMPLIANCE SCHEDULE FOR MIN THERMAL INSULATION R-VALUES & ALL CAVITIES TO BE FILLED FULL WITH NO VOIDS 1 Q I INI C 2. MIN THICKNESS OF SOUND ATTENUATION INSULATION AS NOTED PER SOUND TEST OR FILL CAVITY FULL WALL ASSEMBLY TYPE FIRE -RATING INTERIOR DOUBLE -SIDED PARTITION TO CEILING - OVER 10'-6" HT. NUMBER = EXTERIOR WALL N = NOT RATED/ NOT BEARING -- ---- DIAGONAL BRACING TO LETTER = INTERIOR WALL X = X HOUR STRUCTURE PER INDUSTRY 5 = SMOKE INSULATION TYPE STANDARD A =SOUND ATTENUATION CONT TRACK CONSTRUCTION TYPE N = NONE AL r ACCOUSTICAL INSULATION PER SBC 2015 CHAPTER6 z WHERE REQUIRED ON WALL 1 =TYPE I -A (tAl WALL HEAD CONDITION(S) 'I TYPE 5=TYPE V-A(5A) 1 (I, '� Te/'�F-E =EXTERIOR GYP BD ON STEEL FRAMINGS X = SHAFT/EXTENED THRU CONCEALED SPACE SX = UNDERSIDE OF STRUCTURE, E.G. St, S2 - SEE PARTITION TYPE CX - TO CEILING, E.G. Cl, C2 P = PARTIAL f, STUD SIZE 1 CORE THICKNESS _ SCHEDULED CEILING WOOD -- STEEL -- CMU - SEE PLANS FOR ELEVATION 2 = 2x2 2 = 1 5/8" CMU NOMINAL WIDTH IN INCHES 4 =2x4 2.5 =21/2" 09 29 00 6 = 2x6 3 = 3 5/8" (or 3 1/2" SEE STRUCT.) CONCRETE: I ACOUSTIC BATT INSULATION WHERE REQUIRED 8 = 2x8 4 =4" CONCRETE THICKNESS IN INCHES (_ 0 = OTHER, SEE WALL TYPE 6 = 6" fi 09 29 00 8 = 8" 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC 0 = OTHER, SEE WALL TYPE I" SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 - -"—" 09 22 16 CONT ACOUSTIC SEALANT AT PERIMETER 092216 " ALT CONN CLIP ANGLE BLOCK FROM PIECE . TYP BOTH SIDES OF SOUND PARTITION OF METAL STUD , , W/ SCREWS EA END (� N PLAN VIEW 1 V � C 092216 09 22 16 INTERIOR DOUBLE -SIDED PARTITION TO CEILING - 10'-6" MAX HT. METAL STUD BLOCKING METAL WALL STUD SIZE AND GAUGE TO MATCH - } STUDS ACCOUSTICAL INSULATION PLACE AT END OF WALL AND / q 1 WHERE REQUIRED ON WALL AT 2' -0" OC VERTICAL MAX 092900 TYPE WHERE SHEATHING (4) #8 SCREWS SHEATHING i(s OCCURS, STRAP TO BLOCK I CONT TRACK, REF. TO MAY BE OMITTED STR. DWGS `O- GYP BD ON STEEL FRAMING 09 22 16 SEE PARTITION TYPE #8 SCREWS a EA STUD 09 29 00 FLANGE (4) #8 SCREWS AT BLOCKING I SCHEDULED CEILING 09 29 00 -- - SHEATHING WHERE OCCURS SEE PLANS FOR ELEVATION 092900 m ACOUSTIC BATT INSULATION WHERE REQUIRED { I I 09 29 00 SPLICE STRAP ONLY AT METAL STUD BLOCKING 09 29 00 09 29 00 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC 20 GA. X 1" CONTINUOUS FLAT STRAP AT 2'-0" VERT TYP SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS OMIT METAL STRAPPING IF CONTINUOUS BLOCKING i NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY PROVIDED FOR ENTIRE LENGTH OF WALL. ENHANCED GYP BD LOCATIONS i SEE ROOM FINISH SCHEDULE FOR BASE TYPE 092900 -'� CONT ACOUSTIC SEALANT AT PERIMETER 1 TYPICAL STUD WALL BRACING .1 TYP BOTH SIDES OF SOUND PARTITION 1"= 1'-0" CONT TRACK, REF. TO STR. DINGS 1 D GYP BD ON STEEL FRAMING �_J S REVIEWED FOR INTERIOR DOUBLE -SIDED PARTITION TO STRUCTURE - PUBLIC/PRIVATE SID CODE COMPLIANCE SEE PARTITION TYPE /APPROVED ' BOTTOM OF (E) ROOF DECK OR CEILING �._ —CONT ACOUSTICAL SEALANT (a EACH SIDE OCT 07 2019 SCHEDULED CEILING FILL DEFLECTION HEAD VOID W/ACOUSTIC INSUL. •, SEE PLANS FOR ELEVATION City Of TukwilaSLOTTED DEFLECTION HEAD TRACK, CONTINUOUS BUILDING DIVISION 09 29 00 - (DO NOT FASTEN STUDS OR GYP BD TO TRACK) ACOUSTIC BATT INSULATION AT SOUND PARTITION FASTEN TO CEILING STRUCTURE AT T-0" O.C. (AS REQ'D OR EXISTING)092900 �- 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY: ENHANCED GYP BD LOCATIONS z III CEILING AS SCHEDULED _ �— I PRIVATE - SIDE SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 09 29 00 CONT ACOUSTIC SEALANT AT PERIMETER OF ACOUSTIC BATT INSULATION AT SOUND PARTITION SOUND PARTITION 09 29 00 lj 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF 1 - i STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY .. i ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 CONT ACOUSTIC SEALANT AT PERIMETER TYP BOTH SIDES OF SOUND PARTITION P19==02m4l tva architects inc. 920 sw sixth avenue I suite 1500 porttand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com mmmmmm 12898 REGISTERED AR ITECT AMANDABUTLER STATE OF WASHINGTON 00 00 00 CT a J i-- a ry LU I— Z W 0 H 0 Ln O Lr) CV A Revisions: 1 Permit Revision 9/25/2019 1 i-iECFIVED CITY OF.TUKWILA SEP 3 0 2019 P ErR 11T CENTER PERMIT SET VERTICAL ASSEMBLY TYPES Project # 19037 50 . Permit Revision 1 9/25/2019 Date: 2019-09-25 tva architects inc. 920 sw sixth avenue I suite 1500 porttand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 1ST FLOOR PLAN z w 3/8" = 1'-0" n F TYPICAL ASSEMBLY TYPES UNLESS NOTED OTHERWISE /SEE SHEET G1.50. 16 3 Nc TYPICAL NON —LOAD BEARING WALL LEGEND NOT IN SCOPE OF WORK �® KEYNOTE NEW WALL (E) WALL — — — — SHELF OFCI CEILING CHANGE OVERHEAD ACCESSIBLE FLOOR CLEARANCE O COAT HOOKS, CFCI O EXISTING ELECTRICAL PANELS TO REMAIN. O PLYWOOD PANEL FOR NETWORK COMPONENTS 4O LOCKERS, CFCI O BOTTOM OF "+" 30" AFF. SIGN SIZE TO BE 45" 6) 1X6 CHAIR RAIL BOTTOM @ 29" AFF O HOT/COLD WATER PLUMBED TO TEA CART. GC TO CONFIRM THEY CAN RUN HOT WATER & ELEC. IN EXISTING EXTERIOR WALL O CORE/TRENCH FOR RECESSED FLOOR POWER / DATA; VERIFY LOCATION W/ OWNER O9 (E) ENTRY DOOR, OWNER TO PROVIDE UPDATE ON HARDWARE 10 MAIN LIGHT SWITCH AND SPEAKER CONTROL, COORDINATE LOCATION WITH OWNER 11 HONORIFIC SINK, W/ AERATOR HARDWIRED ELEC BY ELECTRICIAN 12 FULLY RECESSED FEC CABINET 13 ALIGN EDGE OF MONITOR WITH EDGE OF ADA SECTION OF DESK, EDGE OF RECESSED OUTLET TO BE 4, INSIDE OF EDGE OF MONITOR. CENTERLINE OF OUTLET AT 70" AFF 14 PARTIAL HEIGHT WALLS, SEF. STRUCTURAL 15 SPECIMEN PASS -THROUGH 16 CHANGING STATION 17 BATHROOM TOWEL DISPENSER 18 SECURITY KEYPAD 19 SIREN 20 DOOR CONTACT SENSOR 21 MULTICLASS READER 22 MULTICLASS READER & STRIKE GENERALNOTES UNLESS NOTED OTHERWISE: 1. INTERIOR WALL DIMENSIONS ARE TO FACE OF FINISH OR FACE OF MULLION 2. FLOOR FINISH TRANSITIONS TO OCCUR AT CENTERLINE OF DOOR 3. SEE SHEET G1.50 FOR INTERIOR WALL TYPES REVIEWED FOR 1 CODE COMPLIANCE 4. SEE SHEET A7.01 FOR ROOM FINISH SCHEDULE FOR ADDITIONAL REQUIREMENTS =n 5. FIELD VERIFY ALL EXISTING CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPAN ES 07 2019 6. PROVIDE BACKING BEHIND ALL WALL -MOUNTED ITEMS OCTt, 7. MAINTAIN CONTINUITY OF ALL DATA/ POWER, AA7, FIRE SUPPRESSION, FIRE ALARM AN City of Tukwila SIMILAR SYSTEMS; COORDINATE WITH OWNER BUILDING DIVISION 8. STANDARD MINIMUM DIMENSION FROM ANY CORNER OR WALL TO DOOR JAMB OPENIN SHALL BE 4" 9. FINISH LAYER OF GYP BD AT ALL UNIVERSAL CARE ROOMS TO BE ACOUSTICALLY ENHANCED GYP BD. SEE WALL TYPES AND DETAILS ON SHEET G1.50 10. CHAIR RAIL TO BE PROVIDED AT WALL BEHIND ALL CHAIR LOCATIONS, 1"X6" WOOD W/ RECESSED FASTENERS, PAINTED TO MATCH ADJACENT WALL; VERIFY HEIGHT W/ OWNER 11. WOOD TOE WEDGE TO BE PROVIDED BEHIND BOTTOM ANGLE OF RUBBER BASE AT ALL CHAIR LOCATIONS, VERIFY W/ OWNER 12. (E) CONCRETE SLAB TO BE PREPARED FOR SMOOTH, EVEN SURFACE TO RECEIVE FLOOR FINISHES; PATCH (FILL), REPAIR (GRIND), & PREP ACCORDINGLY. JOINT SEALER TO BE ADDED IF NECESSARY AT (E) JOINTS 13. ALL WALLS SURROUNDING A UNIVERSAL CARE ROOM TO HAVE R-11 SOUND INSULATION 14. SITE INFORMATION SHOWN FOR REFERENE ONLY. SEE SITE PLANS 16. SEE G1.00a SHEETS FOR CODE COMPLIANCE INFORMATION AND STANDARD MOUNTING HEIGHTS AND ACCESSIBILITY REQUIREMENTS LINO. 15. SEE A7.50 SERIES FOR BATHROOM ELEVATIONS. 18. SEE A8.10 SERIES FOR CEILING DETAILS. 19. ALL FURNITURE IS SHOWN DASHED FOR REFERENCE ONLY AND IS OFOI. 1289& REGISTERED AMANDA BUTLER %STATE OF WASHINGTON CID 00 00 rn Ile a a LLJ I- z Li U t-- 0 to 0 L0 N Revisions: Permit Revision 9/25/2019 1 a::CEI`.'ED CR'V OF TUKWILA SEP 3 0 2019 PERI'vIlT CENTER PERMIT SET Project # 19037 Permit Revision 1 9/25/2019 2 INT ELEV - WELCOME WEST 1/4" = 1'-0" 104 1X6 WOOD CHAIR RAIL, FLUSH FASTENERS, PAINT TO MATCH ADJ, COORD ELEV W/ OFOI CHAIRS I OPEN II II II II I II 1X6 WOOD CHAIR RAIL, FLUSH FASTENERS, PAINT TO MATCH ADJ, COORD ELEV W/ OFOI CHAIRS OPEN" X X A o i1 I I \_4'-D" _ HONORIFIC SINK WA/ FAUCET AERATORS, I i TEAtWATER CART OFOI; GC HARD -WIRED ELEC & PLUMB; PRODUCTS -PROVIDE HARD PLUMBED PER OWNER'S PLAYBOOK WATER LINE & POWER MONITOR; PROVIDE ALIGN EDGE OF MONITIOR W/ RECESSED POWER EDGE OF COUNTER 0'-4" L-�o-da..� ---J 0, _ 91, z - - �i � Qo M ACCESSIBLE 'OUNTER AREA; OPEN TO BACK 3 INT ELEV - WELCOME EAST 1/4" = V-0" \ / OPEN \ / I \1 i /\ II I \ II / \ CUSTOM LIGH FIXTUR OFCI; ED ED r� V SURFACE MTD DUPLEX 1 INT ELEV -WELCOME SOUTH 1/4" = 1'-O" 105 109 110 106 107 111 I I v o n SPECIMEN PASS THRU SPECIMEN PASS THRU b' - 3 3/4" f LOCKERS --. OFOI ° b T — ACCESSIBLE SINK/FAUCET/ETC BACKER BOARD AS REQ'D PER SIZE 0'-4" I � I - 3' 4" I i PHARMACY BEYOND ' .----- PRODUCTS PER OWNER'S PLAYBOOK 5 INT ELEV - TEST NOOK EAST 9 INT ELEV - TEST NOOK NORTH H INT ELEV - TEST NOOK SOUTH 7 INT ELEV - WORKROOM NORTH 6 INT ELEV - WORKROOM WEST IN. = 1'-0" 1/4" = V-0" 1/4" = 1'-0" 114 = P-0" 1/4" = 1 o- ACCESSIBLE SINKIFAUCET/ETC, K3Q�A 'RODUCTS PER OWNER'S PLAYBOOK \ 1 \ I \1 i/ X _ X 1 1 0 1 \ nnnl n unl I Inlnv ❑wnnln 16 INT ELEV -PHAR. NORTH 15 INT ELEV - PHAR. SOUTH 14 INT ELEV -PHARMACY EAST 1/4" = 1'-0" 1/4" = 1'-0" NOTE: MIRRORED AS OCCURS, PER PLAN T-V BACKER - BOARD �_ L I ED N ED _. INSTRUMENT PANEL WALL CC) SIDE 20 INT ELEV - UCR D LAMINATE WALL INT ELEV -WORKROOM EAST 5/4" = 1' D" LAMINATE WALL CLADDING PER r�Nisrt a�nEu. -- ---�17 LAMINATE WALL :CLADDING PER — - FINISH SCHED. Ell EO f.-. -------SHELF 110 - TISSUE DISPENSER & SANITARY DISPENSER SCONCE LIGHT FIXTURE MIRROR SOAP DISPENCER FINISH MATERIAL LEGEND ACP ACOUSTICAL CEILING PANELS LVT LUXURY VINYL TILE P PAINT PL PLASTIC LAMINATE RB RESILIENT BASE Sc SEALED CONCRETE ST STAIN WD WOOD LAMINATE WALL CLADDING PER FINISH SCHED. 13 INT ELEV - RR NORTH 12 INT ELEV - RR WEST 11 INT ELEV - RR SOUTH 10 INT ELEV - RR EAST 1/4" = 1'-0" 1/4" = i'-0" 1/4" = t'-0" 1/4" = 1'-0" NOTE: MIRRORED AS 1X6 WOOD CHAIR RAIL, OCCURS, PER PLAN FLUSH FASTENERS, PAINT BACKER BOARD CENTERED NOTE: MIRRORED AS OCCURS PER PLAN TO MATCH ADJ, COORD ELEV NOTE: MIRRORED AS OCCURS PER PLAN (iI RCVCJJCU VUILGI GC TO COORD. OUTLET LOCATPDN W/ MONITOR BRAC<ET — ED , /EQ MONITOR WALL Ca. OPP. DOOR 19 INT ELEV -UCR 1 4" = 1'- .. W/ OFOI CHAIRS -------------- DOOR OPEN AGAINST WALL ED ( ED WOOD WEDGE COAT HOOK — -_ BEHIND B.O. BASE AT ALL SEATING LOCATIONS, TYP SEATING WALL (")a. DOOR SIDE 18 INT ELEV - UGR BB tva architects inc. 920 sw sixth avenue (suite 1500 por[land, Oregon 97204 phone: 503 220 0668 www.tvaarchitects.com EBUTLER 1289 AM STAT Revisions: C;"r 0+ TUK4`Y1L,4 SEP 3 0 2019 PFi?t;T1T CENTER 4 SWITCH 9" FROM JAMB 6" WIDE, 20-GA. MTL STRAP, TYP ATTACH WALL ANGLE W/1-1/4" OVAL HEAD I -- SCREWS AT 24" D.C. MAX. AT STUD WALLS FASTEN RUNNERS TO WALL CROSS ANGLE W/POP RIVETS RUNNER ALONG TWO ADJACENT DGL-424 WALLS, AT OTHER WALLS 2'-0" O.C( LEAVE 3/4" FREE SPACE AND DO NOT FASTEN RUNNERS 8" MAX 4'-0" MAX 1, 4'-0" O.C. EA WAY D.C. EA 5 GYP CEILING BRACING 3/8" = 1'-0" 3/4" — 6" WIDE, 20-GA. MTL STRAP, TYP — ATTACH WALL ANGLE W/1-1/4" OVAL HEAD SCREWS AT 24" O.C. MAX. AT STUD WALLS FASTEN RUNNERS TO CROSS WALL ANGLE WIPOP RUNNER RIVETS ALONG TWO DGL-424, ADJACENT WALLS, AT 2'-0" O.C, OTHER WALLS LEAVE 3/4" FREE SPACE AND DO NOT FASTEN at 4'-0" MAX 1, 4'-0" 0,C. EA WAY 6'-0" MAX 12'-0" O.0 WAY PERIMETER ENDS OF EA. CROSS RUNNER & MAIN RUNNER SUPPORTED @ 8" MAX FROM EA. WALL OR CEILING DISCONTINUITY 8 ACT CEILING BRACING 1 3/8*'= 1'-0" 092900 SPLAYED SEISMIC BRACING WIRE W/ (3) WRAPS MIN. BRACING TO STRUCTURE ABOVE TYR 092900 GYP BID OVER METAL SOFFIT FRAMING 095113 ACOUSTIC CEILING PANEL HEIGHTAFFJ� SEE RCP ',-W REFER TO RCP DRAWING FOR VARIOUS HEIGHT CONDITIONS 10 ACT TO GW13 TRANSITION 1 3" = V-0" 12 GA. GALV. STEEL WIRE, FASTEN TO RUNNERS W/MIN. 3 RUNNERS TIGHT TURNS WITHIN 1-1/2" TYP. COUNTER SLOPE HANGERS IF MORE THAN ONE IN SIX OUT OF PLUMB U VERT, STRUT, SEE TABLE FOR STRUT SIZE, ENCAPSULATE VERT. #12 HANGER WIRE AT 12'-0" O.C. (4) 12 GA. GALV. STEEL SPLAY BRACE WIRES FASTENED TO RUNNERS W/MIN. 4 TIGHT TURNS WITHIN 1-1/2", TYPICAL DGL-26 MAIN RUNNER AT 4'-0" D.C. SEE RCP 12 GA. GALV. STEEL SUPPORT WIRES @ 48" OC ALONG MAIN "T'RUNNERS, FASTEN TO RUNNERS W/MIN. 3 RUNNERS TIGHT TURNS WITHIN 1-1/2" TYP. COUNTER SLOPE HANGERS IF MORE THAN ONE IN SIX OUT OF PLUMB U VERT. STRUT, SEE TABLE FOR STRUT SIZE, ENCAPSULATE VERT. #12 HANGER WIRE AT 12'-0" D.C. (4) 12 GA. GALV. STEEL SPLAY BRACE WIRES FASTENED TO RUNNERS W/MIN. 4 TIGHT TURNS WITHIN 1-117, TYPICAL DGL-26 MAIN "T'RUNNER AT 4'-0" D.C. (LARR# 25032) SEE RCP GENERAL NOTES 1. RUNNER SIZES ARE BASED ON USG INTERIORS MEMBER SIZES ALONG WITH ICBO REPORT ER-1944, 2. IF ATTACHING TO CONCRETE OR SLAB ON METAL DECK, REF. 6/AB,30, IF ATTACHED TO TRUSSED ROOF, WRAP TOP CHORD AT A PANEL POINT & WRAP WIRE 5 TURNS. IF ATTACHED TO TIMBER FRAME, USE EYE LAG SCREW REF. 6/S1.01 MAXIMUMRECOMMENDEDLENGTHS FOR VERTICAL STRUT SIZES EMT CONDUIT 1/7DIAMETERG RD I1EMT) UP —TOO'- 9�/��_Dl CONDUIT (EMT}� UP TO_7'8" 1" DIAMETER CONDUIT EMT) I UP TO 9'-9" —7 METALSTUDS SINGLE 1 518" METAL STUDGAUGE)____ gp _ UP TO 12'-0" I BACK TO BACK 1 5/8" METAL STUD El I UP TO'IT-0" SINGLE 2 1/2"METAL STUD 20 GAUGE) 0 _!MEIAL_ QQAUGE)_ =EA K �TBA K 2 112 STUD C2 TO 13'-6" I UP TQ 15'-0" 11 GENERAL NOTES: 1. RUNNER SIZES ARE BASED ON USG INTERIORS MEMBER SIZES ALONG WITH ICBO REPORT ER-1944. 2. SEE SPECIFICATIONS FOR TYPICAL WIRE ATTACHMENT AT CEILING FRAMING 3. T-BAR GRID SYSTEM IS TO BE HEAVY DUTY (PER ASCE 7, SEC. 13.5.6.2.2) MAXIMUM RECOMMENDED LENGTHS FOR VERTICAL STRUTSIZESi METALSTUDS_____ I . ----- _L1)_M/8' METAL (25 GAUGE) 2. (2) BACK TO BACK 1 5/8 METAL STUDS, '-0- — UP TO _8 UP TO 10'-0" ORIENTED PERR(FLANGE OF ONE STUD CONNECTED TO WEB OF THE OTHERSTUD) —ep4mbmum EVERY 12" ALONG THEIR LENGTH (25 GAUGE) UP TO 151-01, ORIENTED PER #2 (225_GAUGE) 4. (2) 3 5/8" METAL STUDS, CONNECTED & ORIENTED PER #2 (25 GAUGE) UP TO 9 ACT TO WALL TRANSITION 3v-o" ACOUSTIC BATT INSULATION CONTINUOUS OVER SOUND RATED SPACE AS INDICATED 09 29 00 GYP BD OVER FRAMING PER PLAN HEIGHIAFFgL SEE RCP 09 51 13 ACOUSTICAL CEILING PANEL (LARR# 25032) 4'-0" MAX @ RATED CEILING MAX. EXPOSED CRC MEMBER@ 24 ATTACHED WALL , '2 X \ / o ui 1 m 0 < < z D L 12 GA. VERT. WIRE - HANGER @ 4'-0" D.C. MAX. EACH WAY TYP. NOTE 5. 1 112" HEAVY- DUTY CARRYING CHANNEL TYP. NOTES: 1. GYP. SHEATHING NOT SHOWN FOR CLARITY 2. SEE DETAIL FOR LATERAL BRACING 3, ALL WIRE WRAPS SHALL HAVE (3) WRAPS MIN. 4. COUNTERSLOPE VERTICAL WIRES IF MORE THAN 1:6 OUT OF PLUMB, GYP 131) SUSPENDED CEILING -TYPICAL WIRE HA 3S GRID O.C. CARRYII\ SEISMIC RESTRAINT 12 GA. HANGER WIRE @ 48" D.C. EA. WAY GYP BD EXPOSED MAIN GRID MEMBER @ 48" O.C. UNATTACHED WALL "�— SLOTTED ANGLE NOTES, SPACER 1. GRID: INTERMEDIATE WITH ALLOWABLE WT. OF FIXTURES = 70# 2. ATTACHED GRID ON TWO ADJACENT WALLS WITH BERC2 CLIP. REMAINING TWO WALLS TO BE UNATTACHED 6 SEISMIC ANCHORING -CEILING SUSPENSION SYSTEM 1/4" = V-0" TYPE 2A TYPE 2 (E) DECK ABOVE 0.157" DIAMETER HILTI XU-LVF ANCHOR W/ 1" EMBED BEYOND DEPTH OF DECKING (SPECIAL INSPECTION REQ'D.) 2"x4"x12 GA. BENT PL SPLAYED SEISMIC BRACING WIRE W/ (3) WRAPS MIN. (E) DECK ABOVE 0.157" DIAMETER HILTI XU-LVF ANCHOR W/ 1" EMBED BEYOND DEPTH OF DECKING (SPECIAL INSPECTION REQ'D.) 2"x4"x12 GA. BENT PL SPLAYED SEISMIC BRACING WIRE W/ (3) WRAPS MIN. FURRING CARRYING CHANNEL (2)#8 SCREWS TYR SECTION A -A 2 GYP BD CEILING EDGE CONNECTION 1 3" = 1'-0" FASTENED TO UNDERSIDE OF DECK (1) LAYER 518" GYP BD ON STEEL FRAMING @ 16" O.C. REF. 12/S1.01 HEIGHT AFF WALL- SEE PLAN EDGE ANGLE - SEE DETAIL, THIS SHEET ME tva architects inc. 920 sw sixth avenue I suite 1500 porttand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 8 8 12898 REGISTERED 1 1/2" HEAVY- DUTY A" FURRING CHANNEL TYP. M B AMANDA BUTLER STATET W ODA STATE OF WASHINGTON STUD AND SHEATHING OR SOFFIT FRAMING L2X2X12GA, CONTINUOUS EDGE ANGLEW1#10 SCREWS INTO EACH STUD. 24" D.C. MAX. (2) #8 SCREWS REVIEWED FOR CODE COMPLIANCE APPROVED OCT 07 2019 City of Tukwila BUILDING DIVISION 00 00 00 01 >: cr_ LU 77 LU 0 0 Lr) C:) Lr) � Revisions: E C E I'; CXV OF TUKWILA SEP 3 0 2019 1:'*E'R1v1I1* CENTER PERMIT SET Project # 19037 A m8l 0 Dates' 2019-09-25 3 5/8" STUD 362TI25-33 BOTTOM CL TRACK JAMB STUD I(2) 80051 62-43 STUDS AS .- BUILT-UP HEADER, CONTINUOUS, TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. CONNECT HEADER TO JAMB ON EA. END BY TURNING TOP & BOTTOM TRACK FLANGES UP OR DOWN & ATTACHING w/ (2) NO.8 SCREWS TOP & BOTTOM; EXTEND WEB ON EA. SIDE & ATTACH w/ (4) NO.8 SCREWS AS SHOWN, TYP. DBL JAMB STUD, MATCH WALL STUDS 12'-0" < SPAN S 16'-6" 11 HEADER DETAIL CRIPPLE WALL STUD, MATCH WALL STUDS, AS OCCURS CEILING JOIST BLOCKING AT - 4'-0" o.c. MAX, EXTEND (2) JOIST BAYS, TYP. COPE FLANGES, BEND WEB 1" AND FASTEN w/ (2) NO. 8 SCREW END, TYP. (3) NO. 6 SCREWS 3 TYP. INTO BLOCKING 362TI25-33 BOTTOM TRACK NO.8 SCREW, TYP. 362TI25-43 HEADER TRACK, TOP & BOTTOM, CONTINUOUS, TYP. (2) NO.8 SCREWS @ 12' o.c. EA. SIDE, TOP & BOTTOM, TYP. (2) 800SI62-43 STUDS AS BUILT-UP HEADER, CONTINUOUS, TYP. 12'-O"<SPAN:516'-6" HEADER AND CEILING SECTION CORNER J BEAD TRIM AT ALL VISIBLE CORNERS (T.O. WALL), REF. ARCH. 362T1 25-33 TOP TRACK; WHERE WALL IS NOT CONTINUOUS TO STRUCTURE ABOVE OR IS INDICATED TO HAVE A CONTINUOUS TOP TRACK PER DETAIL 6/S1.01 600T1 25-43 CONTINUOUS LEDGER TRACK NO.8 SCREWS, TYP (3) NO.8 SCREWS @ EA STUD NO.8 SCREWS, TYP CEILING JOISTS, REFER TO PLAN GYPSUM SHEATHING, AS OCCURS, REF. ARCH. WALL STUDS, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING. CEILING JOIST TO STUD 13 3"=V-0" 3 -6" MAX SPAN HEADER SECTION 0 CRIPPLE WALL STUD, MATCH WALL STUDS, AS OCCURS 362T125-33 BOTTOM TRACK NO.8 SCREW. TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. 362TI 25-33 HEADER TRACK, TOP & BOTTOM (2) 362S 137-33 STUDS AS BUILT-UP HEADER, TYP. 362T125-33 BOTTOM TRACK (2) 362SI37-33 STUDS AS BUILT-UP HEADER, TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. CONNECT HEADER TO JAMB ON EA. END BY TURNING TOP & BOTTOM TRACK FLANGES UP OR DOWN & ATTACHING w/ (2) N0,8 SCREWS TOP & BOTTOM; EXTEND WEB ON EA. SIDE & ATTACH w/ (2) NO.8 SCREWS AS SHOWN, TYP. JAMB STUD, MATCH WALL STUDS SPAN 5 3'-6" HEADER DETAIL 1 1/2"=V-0" 3 5/8" STUD IDT 362T125-33 BOTTOM CL TRACK JAMB STUD(2) 60OS1 37-43 STUDS AS BUILT-UP HEADER, TYP. F INTERIOR NON -BEARING METAL STUD WALL SCHEDULE MAX. WALL HEIGHT STUD SIZE SPACING 12'- 62 25-33 OZ. 15'-0" 362S125-33 16" o.c. NOTES: 1. WALL ARE ASSUMED TO BE SHEATHED w/ 1/2" GYPSUM WALL BOARD, BOTH SIDES OVER FULL HEIGHT OF WALL. 2. SHEATHING ASSUMED TO BE FASTENED w/ MIN. NO. 6 SCREWS @ 12" o.c. MAX. 3. WALLS SHALL HAVE 362T125-33 CONTINUOUS BOTTOM TRACKS FASTENED TO CONCRETE WITH 0.157"0 L.V.F.s w/ 3W CONC. EMBEDMENT, TYP. CEILING JOIST SCHEDULE MAX. CEILING JOIST SPAN JOIST SIZE SPACING REMARKS 12'-4" 600SI37-33 16" o.c. 14'-0" 60OS162-33 16" o.c. 16'-6" 60CS162-33 16" o.c. SEE NOTE. NOTES: 1. CONTINUOUS BLOCKING REQ'D AT MIDSPAN. REF. 10/S1.01 FOR BLOCKING INSTALLATION. SCHEDULES NTS 60OT125-33 NO. 8 SCREW, TYP. ---\ CONTINUOUS TOP TRACK EXTEND WEB OF 8'-0" ABOVE FINISH CONTINUOUS TOP FLOOR MAX. TRACK OVER TOP TRACK OF PERPENDICULAR WALL AND FASTEN w/ 0.157"0 I-Ml.s (2) NO.8 SCREWS, AT 24" o.c MAX. TYP. HSS 3x3 END POST -/ VPERPENDICULAR STUD WALL 600S 125-33 STUD EA. SIDE OF HSS 3x3 60OS125-33 STUDS @ 16" o.c. TYP. AT CANTILEVERED WALL, UNLESS NOTED OTHERWISE CONTINUOUS TOP TRACK AT CANTILEVERED WALL 1 112"=1'-0" NOTES: 1. WELD ELECTRODES E70XX 2. SPECIAL INSPECTION REQ'D FOR POST -INSTALLED CONCRETE ANCHOR INSTALLATION 3. MIN. CONC. SLAB THICKNESS SHALL BE 4", VERIFY. (2) NO.8 SCREWS @ 12" O.C. EA SIDE, TOP& BOTTOM, TYP. 3116 \--BASE PLATE 5/l6x6"X0'-7 1/2" (A36) 41 CONNECT HEADER TO JAMB ON EA. END BY TURNING w/ (2) 3/8" 0 HILT[ HAS-E THREADED TOP & BOTTOM TRACK FLANGES UP OR DOWN & HSS 3x3x3/16 ASTM A500 ROD A.B.'s; DRILL & EPDXY 2 3/8" ATTACHING w/ (2) NO.8 SCREWS TOP & BOTTOM; GR.B, FY=46 KS1 INTO (E) CONC. SLAB w/ HILT] EXTEND WEB ON EA. SIDE & ATTACH w/ (4) NO.8 HIT-HY 200 EPDXY SCREWS AS SHOWN, TYP. DBL JAMB STUD, MATCH WALL STUDS HSS 3x3 POST BASE PLATE 31-611 < SPAN 5 12'-0" NOTE: t TOP TRACK SHALL BE CONTINUOUS HE DETAIL BETWEEN PERPENDICULAR AND END WALLS WHICH PROVIDE LATERAL SUPPORT AT PERPENDICULAR END WALLS, COPE FLANGE & ATTACH WEB TO _0 0 0 BLOCKING IN WALL w/ (3) NO.8 SCREWS, TYP. CRIPPLE WALL STUD, MATCH N0.8 SCREWS @ 12" o.c. WALL STUDS, AS OCCURS 362 150-54 CONTINUOUS CEILING JOIST BLOCKING AT 4'-0" o.c. MAX. EXTEND (2) JOIST 362TI25-33 BOTTOM WALL STUDS, REF. INTERIOR BAYS, TYP. TRACK m NON -BEARING METAL STUD WALL COPE FLANGES, BEND NO.8 SCREW, TYP. SCHEDULE 3/S1.01 FOR SIZE AND SPACING WEB 1" AND FASTEN w/ 0. 157"0 L.V.F. @ 16" o.c. MAX. & (2) NO. 8 SCREWS EA. 362TI25-43 HEADER 4" FROM TRACK ENDS, TYP. END, TYP. TRACK, TOP & BOTTOM, (3/4" CONC EMBED) CONTINUOUS, TYP. 362T125 33 CONTINUOUS (2) NO.8 SCREWS @ BOTTOM TRACK 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. NO.8 SCREW, TYP. BOTTOM TRACK To NO.8 SCREW L 77� EXISTING SLAB ON GRADE OR (2) 600SI37-43 STUDS CONCRETE TOPPING OVER As BUILT-UP HEADER, METAL DECKING (3) NO. 6 SCREWS CONTINUOUS, TYP. TYP. INTO BLOCKING 31-6" < SPAN :5 12'-0' CONTINUOUS TOP TRACK AT 10 HEADER AND CEILING SECTION INTERIOR PARTIAL HEIGHT WALL 1 1/2"=V-0" SiM TYP. AT FREE ENDS OF WALL PLUS WALL FRAMING NOTES: 1. MAX. WALL HEIGHT= 8'-U, 2. REF. ARCHITECTURAL DRAWINGS FOR STUD WALL THICKNESSES. 3. AT 6" THICK STUD WALL, FRAME WALL WITH 60OS125-33 STUDS @ 16" o.c. PROVIDE CONTINUOUS 60OT125-33 TOP AND BOTTOM TRACKS. FASTEN BOTTOM TRACK TO CONCRETE SLAB W/ 0157"0 L.V.F.s @ 16" o.c. w/ 3/4"CONCRETE EMBEDMENT, TYP. 4. AT 8" THICK STUD WALL, FRAME WALL WITH 80OS125-33 STUDS @ 16" o.c. PROVIDE CONTINUOUS 800T1 25-33 TOP AND BOTTOM TRACKS. FASTEN BOTTOM TRACK TO CONCRETE SLAB w/ 0.157'0 L.V.F.s @ 16" o.c. w/ 3/4" CONCRETE EMBEDMENT, TYP. CANTILEVERED PLUS WALL PLAN 10' -6"MAX. PARTIAL HEIGHT WALL. FULL HEIGHT PARTITION WALL. REF. INTERIOR NON-BEARING REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING 3/S1.01 FOR SIZE AND SPACING OF STUDS. OF STUDS. NOTE 4 FULL HEIGHT PARTITION Slot WALL, REF. INTERIOR 13 NON -BEARING METAL 3'-6" MAX STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING OF STUDS. HEADER AT EDGE OF HEADER AT DOOR HARD LID CEILING 80 OPENING, TYP. HEADER AT EDGE OF HARD LID CEILING BLOCKING TO MATCH CEILING JOIST SIZE SPACED AT 4'-0" o.c. MAX. TYPICAL AT HEADERS WITH SPAN LENGTH GREATER THAN 4'-0" REF. CEILING JOIST SCHEDULE 3/S1.01 NOTES: 1. REF. ARCHITECTURAL DRAWING FOR PROJECT SPECIFIC PARTITION WALL LAYOUT, DOOR LOCATIONS, HARD LID CEILING EXTENTS, ETC. 2. TYPICAL INTERIOR NON -BEARING METAL STUDS SHALL BE 3 5/8" DEEP UNLESS NOTED OTHERWISE, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING OF STUDS, 3. REF. DETAILS ON S1.02 FOR TYPICAL FULL HEIGHT PARTITION WALL CONNECTIONS TO WALLS WITH CONTINUOUS TOP TRACK SPANS EXCEEDING 12'-0" BETWEEN PERPENDICULAR tva architects Inc. 920 sw sixth avenue I suite 1500 Portland, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 1 9/25/19 CODE COM OCT 07 2019 -01 AS RE UIR BY SPAN LENG�d-- City of Tukwila BUILDING DIVISION Cl,-Y 0FTIjKW1Lf';, SEP 3 0 2019 PEP101" CENTER 1AS REQUIRED BY PERMIT SET SPAN LENGTH TYPICAL INTERIOR NON -BEARING PARTITION WALL AND HARD LID CEILING FRAMING PLAN D102A41 METAL STUD WALL FRAMING DETAILS Project # 14919 Date: 2019-07-19 (E) METAL DECK ABOVE, VERIFY IN FIELD. (3- WDECK SHOWN, 1 112" B-DECK SIMILAR) PL 10"xO'-10"BY 12 GAGE w/ (6) NO. 10 SCREWS (3) SCREWS IN EA. LOW FLUTE EQUALLY SPACED, TYP. (2) NO. 8 SCREWS AT 2'-O"o.c.— TOP TRACK, REF. 3/S1.01 FOR SIZE WALL STUD, REF. INTERIOR — NON -BEARING METAL STUD WALL SCHEDULE 31S1.01 FOR SIZE AND SPACING 8. (6"'@ B DECK —1 TYP. ©•'411112 qmgl V 10 Lei M I Lei M REF. CONN. AT TOP OF WALL DOUBLE 362S200-33 KICKER BRACE AT 4'4' o.c. MAX. POSITION OVER WALL STUD, TYP. L 1x1x14 GAGExO'-3"EA. SIDE OF KICKER w/ (3) NO. 10 SCREWS INTO KICKER AND TOP TRACK, TYP. NOTES. 1) CONTRACTOR RESPONSIBLE FOR WATERPROOFING, AS REQUIRED (E) METAL DECK AE VERIFY IN FIELD. (3" WDECK SHOWN 1 1/2" B-DECK SIMIL INTERIOR METAL S WALL, REF. INTERI NON -BEARING MEI STUD WALL SCHEI 3/S1.01 FOR SIZE A SPACING. PARALLEL TO DECK (2) #10 METAL SCREWS WITHIN 3" OF EA. STUD (4) #10 METAL SCREWS @ EA.PLATE 16GAx6x1'-O" PLATE AT EA, STUD, SPANNING BETWEEN METAL DECK LOW FLUTES, TYP. (MAY USE 9" LENGTH AT N-DECK) #8 METAL SCREW, TYP. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. METAL STUD WALL BELOW METAL ROOF DECK NOTES: 1) MINIMUM (E) CONCRETE STRENGTH: fc; = 3,000ps! (E) CONCRETE SLAB METAL DECK (SOMD) ABOVE, VERIFY IN A (W3 DECK SHOWN) INTERIOR METAL STI REF. INTERIOR NON- METAL STUD WALL E 3/S1.01 FOR SIZE AN SPACING. PARALLEL TO SLAB METAL STUD WALL BELOW SOMD NOTES: 1) MINIMUM (E) CONCRETE STRENGTH: fc = 3,000psi tt) UUNUKr I L N_- METAL DECK ISOM ABOVE, VERIFY IN (W3 DECK SHOWN] INTERIOR METAL E WALL, REF. INTERI NON -BEARING ME STUD WALL SCHEC 3/S1.01 FOR SIZE AND SPACING. PERPENDICULAR TO SLAB (2) #10 METAL SCREWS WITHIN 3" OF EA. STUD (USE LVF IF OVER LOW FLUTE) (4) 0.1570 HILTI LVF's w/ MAX. 3/4" EMBEDMENT DEPTH @ EA. PLATE 16GAx6"x1'-0" PLATE AT EA. STUD, SPANNING BETWEEN SOMD LOW FLUTES, TYP. #8 METAL SCREW, TYP. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. (2) 0.157-0 HILTI LVFs wl 3/4" EMBEDMENT DEPTH @ EA. LOW FLUTE, 12" o.c. MAX. #8 METAL SCREW, TYP SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. NOTES: 1) MAXIMUM STEEL OPEN WEB JOIST (OWJ) SPACING = 8'-0" o.c. 2) MIN. OWJ BOTTOM CHORD: (2) STEEL ANGLES (E) ELEVATED ROOF/FLOOR METAL DECK ABOVE, VERIFY IN FIELD (E) STEEL OPEN WEB 3' JOIST (OWJ), VERIFY AX IN FIELD (4) 114"0 SELF -DRILLING, SELF -TAPPING METAL SCREWS - (2) IN EACH co BOTTOM CHORD ANGLE INTERIOR METAL STUD WALL, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING. (4) 12-GAGE SPLAY WIRES, TOP & BOTTOM, (2) IN EA. DIRECTION WITHIN 3" OF TRACK. MAY DRILL THROUGH NAILER. WRAP (5)-TIMES AT EA. END, TYP. 362S125-33 STUD, FLATWISE. ATTACH TO TRACK w/ (2) #8 SCREWS @ 3" FROM EACH END AND @ 12" o.c. MAX. (2) NO. 8 SCREWS AT4!-O"o.c. TYP. < UPTURNED 362TI50-33 (D TRACK @ 4!-O"o.c. COPE FLANGE AND ATTACHED WEB TO OWJ SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. #8 METAL SCREW, TYP. PARALLEL TO OWJ K, �METAL STUD WALL TO STEEL OWJ V=J.-O" NOTES: 1) MAXIMUM STEEL OPEN WEB JOIST (OWJ) SPACING = 8'-0" o.c. 2) MIN. OWJ BOTTOM CHORD: (2) STEEL ANGLES (E) ELEVATED ROOF/FLOOR METAL DECK ABOVE, VERIFY IN FIELD (E) STEEL OPEN JOIST (OWJ), REF. PLAN (4) 1/4.0 SELF -DRILLING, SELF -TAPPING METAL SCREWS - (2) IN EACH B0170M CHORD ANGLE 2" TYP. < 0 #8 METAL SCREW, TYP SLT250-33 CONTINUOUS INTERIOR METAL STUD WALL, SLOTTED TRACK, WIDTH REF. INTERIOR NON -BEARING TO MATCH STUDS, TYP. METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING PERPENDICULAR TO OWJ METAL STUD WALL TO STEEL OWJ NOTES: 1) CONTRACTOR RESPONSIBLE FOR WATERPROOFING, AS REQUIRED kr-) Mr I AL Ur-Lr, IAC VERIFY IN FIELD. (3" WDECK SHOWN 1 1/2' B-DECK SIMIL INTERIOR METAL 8 WALL, REP. INTER0 NON -BEARING MET STUD WALL SCHEE 3/S1.01 FOR SIZE AND SPACING. PERPENDICULAR TO DECK REVIEWEDFOR CODE COMPLIANCE APPROVED OCT 07 2019 City of Tukwila BUILDING DIVISION (2) #10 METAL SCREWS @ EA. LOW FLUTE, 12" o.c. MAX. (8" o.c. AT N-DECK) #8 METAL SCREW, TYP. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. tva architects inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 00 00 00 rn LLJ z LIJ 0 Cn 0 LC) N 6 C:) r— � Revisions: 1 Permit Revision 1 9/25/19 i- E C E I V E D CITY OF TUKWILA SEP 3 0 2019 PERMIT CENTER METAL STUD WALL FRAMING DETAIL Project # 14919 METAL STUD WALL BELOW SOMD J ta DECK Date: 2019-07-19 3 518"STUD IDT 4- 362TI25-33 BOTTOM CL TRACK JAMB STUD -43 STUDS AS (2)800SI62 C BUILT-UP HEADER, ONTINUOUS, TYP. (2) NO.8 SCREWS @ 112' o.c. EA. SIDE, TOP & BOTTOM, TYP. '---CONNECT HEADER TO JAMB ON EA. END BY TURNING TOP & BOTTOM TRACK FLANGES UP OR DOWN & ATTACHING w/ (2) NO.8 SCREWS TOP & BOTTOM; EXTEND WEB ON EA. SIDE & ATTACH w/ (4) NO.8 SCREWS AS SHOWN, TYP. DBIL JAMB STUD, MATCH WALL STUDS 121-011 < SPANS 16'-6" HEADER DETAIL CRIPPLE WALL STUD, MATCH WALL STUDS, AS OCCURS CEILING JOIST BLOCKING AT 4'-0" o.c. MAX. EXTEND (2) JOIST 362TI25-33 BOTTOM BAYS,TYP. TRACK COPE FLANGES, BEND WEB 11" AND FASTEN wl NO.8 SCREW, TYP. (2) NO. 8 SCREWS EA. END, TYP. 362T12543 HEADER TRACK, TOP & BOTTOM, CONTINUOUS, TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. (2) 800S162-43 STUDS AS (3) NO, 6 SCREWS BUILT-UP HEADER, TYP. INTO BLOCKING CONTINUOUS, TYP. 121-011 < SPANS 16'-6" HEADER AND CEILING SECTION 1 1/2'=1'-O" CORNER J BEAD TRIM AT ALL VISIBLE CORNERS (T.O. WALL), REF. ARCH. 362TI25-33 TOP TRACK; WHERE WALL IS NOT CONTINUOUS TO STRUCTURE ABOVE OR IS INDICATED TO HAVE A CONTINUOUS TOP TRACK PER DETAIL 6/SI.01 600T125-43 CONTINUOUS LEDGER TRACK NO.8 SCREWS, TYP (3) NO.8 SCREWS @ EA STUD NO.8 SCREWS, TYP CEILING JOISTS, REFER TO PLAN GYPSUM SHEATHING, AS OCCURS, REF. ARCH. WALL STUDS, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 31S1.01 FOR SIZE AND SPACING. CEILING JOIST TO STUD 13 3.1=V-0" 3'-6" MAX SPAN HEADER SECTION 3"=V_0 CRIPPLE WALL STUD, MATCH WALL STUDS, AS OCCURS 362TI25-33 BOTTOM TRACK NO.8 SCREW. TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. 362T1 25-33 HEADER TRACK, TOP & BOTTOM (2) 362S137-33 STUDS AS BUILT-UP HEADER, TYP. 362TI25-33 BOTTOM TRACK (2) 362S1 37-33 STUDS AS BUILT-UP HEADER, TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. CONNECT HEADER TO JAMB ON EA. END BY TURNING TOP & BOTTOM TRACK FLANGES UP OR DOWN & ATTACHING W/ (2) NO.8 SCREWS TOP & BOTTOM; EXTEND WEB ON EA. SIDE & ATTACH wl (2) NO.8 SCREWS AS SHOWN, TYP. JAMB STUD, MATCH WALL STUDS SPAN :5 T-6" U8'�� HEADER DETAIL 1 1/2"=V-0" 3 5/8"STUD W 362TI25-33 BOTTOM CL TRACK JAM STUD V, (2UIL) 600SI37-43T STUDS AS -UP HEADER, TYP. B INTERIOR NON -BEARING METAL STUD WALL SCHEDULE MAX. WALL HEIGHT STUD SIZE SPACING 12'-0" 362SI25-33 24" o.c. 15'-0" 362SI25-33 16' o.c. NOTES: 1. WALL ARE ASSUMED TO BE SHEATHED wl 1/2" GYPSUM WALL BOARD, BOTH SIDES OVER FULL HEIGHT OF WALL. 2. SHEATHING ASSUMED TO BE FASTENED wl MIN. NO, 6 SCREWS @ 12" o.c. MAX. 3. WALLS SHALL HAVE 362T125-33 CONTINUOUS BOTTOM TRACKS FASTENED TO CONCRETE WITH 0.157"0 L.V.F.s w/ 3/4"CONC. EMBEDMENT, TYP. CEILING JOIST SCHEDULE MAX. CEILING JOIST SPAN JOIST SIZE SPACING REMARKS 12'-4" 600SI37-33 16" o.c. 14'-0" 600SI62-33 16" o.c. 16'-6" 600SI62-33 16" o.c. SEE NOTE. NOTES: 1. CONTINUOUS BLOCKING REO'D AT MIDSPAN. REF. 110/S1.011 FOR BLOCKING INSTALLATION. SCHEDULES NTS 60OT1 25-33 NO. 8 SCREW TYP. CONTINUOUS TOP TRACK EXTEND WEB OFCONTINUOUSTOP 8'-0" ABOVE FINISH FLOOR MAX. t __ 17 g TRACK OVER TOP TRACK OF PERPENDICULAR WALL AND FASTEN w/ 0.157"0 L,V.F.s I III (2) NO. 8 SCREWS, AT 24" o.c. MAX. TYP. END POST HSS 3x3 E PERPENDICULAR STUD WALL 600SI25-33 STUD EA. SIDE OF HSS 3x3 60OS125-33 STUDS @ 16" o.c. TYP. AT CANTILEVERED WALL, UNLESS NOTED OTHERWISE CONTINUOUS TOP TRACK AT CANTILEVERED WALL NOTES: 1. WELD ELECTRODES E70XX 2. SPECIAL INSPECTION REQ'D FOR POST -INSTALLED CONCRETE ANCHOR INSTALLATION 3. MIN. CONC. SLAB THICKNESS SHALL BE 4", VERIFY. L (2) NO.8 SCREWS @ 12" O.C. EA. SIDE, TOP & BOTTOM, TYP. 3/16 \--BASE PLATE 5116x6"xO'-7 1/2" (A36) CONNECT HEADER TO JAMB ON EA. END BY TURNING w/ (2) 3/8" 0 HILTI HAS-E THREADED 0 CT TOP & M Ti M A500 OP & BOTTOM TRACK FLANGES UP OR DOWN & HSS 3x3x3/16 AST ROD A.B.'s; DRILL & EPDXY 2 3/8" To BOTTOM ATTACHING w/ (2) NO.8 SCREWS TOP & BOTTOM; GR.B, FY=46 KSI INTO (E) CONC. SLAB w/ HILTI ATTACHING w X W I EXTEND WEB ON EA. SIDE & ATTACH w/ (4) NO.8 HIT-HY 200 EPDXY SC WS S S O� SCREWS AS SHOWN, TYP. DBL JAMB STUD, MATCH WALL STUDS KZ HSS 3x3 POST BASE PLATE 3'.6" < SPAN <_ 12'-0" NOTE: 1. TOP TRACK SHALL BE CONTINUOUS HEADER DETAIL BETWEEN PERPENDICULAR AND END WALLS WHICH PROVIDE LATERAL SUPPORTAT PERPENDICULAR END WALLS, l' COPE FLANGE & ATTACH WEB TO 0 0 0 BLOCKING IN WALL wl (3) NO.8 SCREWS, TYP. CRIPPLE WALL STUD, MATCH NO.8 SCREWS @ 12" o.c. WALL STUDS, AS OCCURS I 362T150-54U CONTINUOUS CEILING JOIST BLOCKING AT T 4'-0" o.c. MAX. EXTEND (2) JOIST 362T125-33 BOTTOM WALL STUDS, REF. INTERIOR BAYS, TYP. TRACK m NON -BEARING METAL STUD WALL COPE FLANGES, BEND NO.8 SCREW, TYP. SCHEDULE 3/S1.01 FOR SIZE AND Lu SPACING WEB 1" AND FASTEN w/ 157"0 L.V.F. @ 16" o.c. MAX. & (2) NO. 8 SCREWS EA. 362TI25-43 HEADER !t 4" FROM TRACK ENDS, TYP. END, TYP. TRACK, TOP & BOTTOM, M CONTINUOUS, TYP. (3/4- CONC EMBED) T 362T125-33 CONTINUOUS (2) NO.8 SCREWS @ BOTTOM TRACK 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. N0.8 SCREW, TYP, A EXISTING SLAB ON GRADE OR (2) 60OS1 37-43 STUDS CONCRETE TOPPING OVER AS BUILT-UP HEADER, METAL DECKING (3) NO. 6 SCREWS CONTINUOUS, TYP. TYP. INTO BLOCKING 3'-6"< SPAN :517-0" CONTINUOUS TOP TRACK AT HEADER AND CEILING SECTION INTERIOR PARTIAL HEIGHT WALL ( 5 S1.014 TYP. AT FREE ENDS OF WALL M, - PLUS WALL FRAMING NOTES: 1. MAX. WALL HEIGHT = T-0" 2. REF. ARCHITECTURAL DRAWINGS FOR STUD WALL THICKNESSES. 3. AT 6" THICK STUD WALL, FRAME WALL WITH 600SI25-33 STUDS @ 16" o.c. PROVIDE CONTINUOUS 600TI25-33 TOP AND BOTTOM TRACKS. FASTEN BOTTOM TRACK TO CONCRETE SLAB w/ 0.157"0 L.V.F.s @ 16" o.c. w/ 3/4" CONCRETE EMBEDMENT, TYP. 4. AT 8" THICK STUD WALL, FRAME WALL WITH BOOS125-33 STUDS @ 16" O.C. PROVIDE CONTINUOUS 800TI25-33 TOP AND BOTTOM TRACKS. FASTEN BOTTOM TRACK TO CONCRETE SLAB w/ 0.157"0 L.V,F.s @ 16" o.c. wl 3/4"CONCRETE EMBEDMENT, TYP. CANTILEVERED PLUS WALL PLAN NTS FULL HEIGHT PARTITION WALL. REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING OF STUDS. 10'-6" MAX. PARTIAL HEIGHT WALL. REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 31S1.01 FOR SIZE AND SPACING OF STUDS. NOTE 4 FULL HEIGHT PARTITION WALL. REF. INTERIOR 13 NON -BEARING METAL T-6"MAX. STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING OF STUDS. 4- 1 I HEADER AT EDGE OF HEADER AT DOOR HARD LID CEILING 80 OPENING, TYP. HEADER AT EDGE OF HARD LID CEILING BLOCKING TO MATCH CEILING JOIST SIZE SPACED AT 4'-0" o.c. MAX. _21 TYPICAL AT HEADERS WITH SPAN LENGTH GREATER THAN 4'-0" tva architects Inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 00 00 UJ r- 0o z m < It 3: LJJ >- LLJ F_ z ED 0 F_ U) 0 C/) C:) U*) CU 7 CD + C) E 0 0 INr*. I CEILING JOISTS A Revisions: REF. CEILING JOIST REMWEID, IP"Non 9/25/19 SCHEDULE 31SI.011 CODE COMPLIANCE 7 7APPROVED 0 0 0 CT 07 2019 [BUILDING AS REQUIRED Y SPAN LENGTH City Of Tukwila I I� DIVISION i;ECEIVED Cle 01' - TUKWILA SEP 3 0 2019 "AS Pl-RMIT CENTER 13 9 S1.01 S1.01 REQUIRED BY PERMIT SET SPAN LENGTH NOTES: 1. REF. ARCHITECTURAL DRAWING FOR PROJECT SPECIFIC PARTITION WALL LAYOUT, DOOR LOCATIONS, HARD LID CEILING EXTENTS, ETC. METALSTUD 2. TYPICAL INTERIOR NON -BEARING METAL STUDS SHALL BE 3 5/8" DEEP UNLESS NOTED OTHERWISE. REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE WALL FRAMING AND SPACING OF STUDS. 3. FIER DETAILS ON S1.02 FOR TYPICAL FULL HEIGHT PARTITION WALL CONNECTIONS TO DETAILS 4. REF. DETAIL 7/S1.02 FOR TOP OF WALL KICKER BRACE DETAIL FOR 10'_6" MAX. PARTIAL HEIGHT) WALLS WITH CONTINUOUS TOP TRACK SPANS EXCEEDING 12'-0" BETWEEN PERPENDICULAR rmn wAi i.,, Project # 14919 (E) METAL DECK ABOVE, VERIFY IN FIELD. (3- WDECK SHOWN, 1 1/2" B-DECK SIMILAR) PIL 10"4'-110" BY 12 GAGE w/ (6) NO. 10 SCREWS (3) SCREWS IN EA. LOW FLUTE EQUALLY SPACED, TYP. (2) NO. 8 SCREWS AT 2'-0" o.c.— TOP TRACK, REF. 3/S1.01 FOR SIZE WALL STUD, REF. INTERIOR — NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING 8" (6" @ B DECK VERIFY) _,-_1" Typ- NIUM181111LICUIL01:40 91111M.] IN I ilk S REF. CONN. AT TOP OF WALL DOUBLE 362S200-33 KICKER BRACE AT 4'-0" o.c. MAX. POSITION OVER WALL STUD, TYP. L 1004 GAGExO'-3" EA. SIDE OF KICKER w/ (3) NO. 10 SCREWS INTO KICKER AND TOP TRACK, TYP. NOTES: 1) CONTRACTOR RESPONSIBLE FOR WATERPROOFING, AS REQUIRED (E) METAL DECK A[ VERIFY IN FIELD. (3" WDECK SHOWIS 1 1/2" B-DECK SIMIL INTERIOR METAL E WALL, REF. INTERI NON -BEARING ME1 STUD WALL SCHEE 31S1.01 FOR SIZE P SPACING. (2) #10 METAL SCREWS WITHIN 3" OF EA. STUD (4) #10 METAL SCREWS @ EA. PLATE 16GAx6xl'-O" PLATE AT EA. STUD, SPANNING BETWEEN METAL DECK LOW FLUTES, TYP. (MAY USE 9" LENGTH AT N-DECK) #8 METAL SCREW, TYP. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. METAL STUD WALL BELOW METAL ROOF DECK NOTES: 1) MINIMUM (E) CONCRETE STRENGTH: fc, = 3,000psi (E) CONCRETE SLAB METAL DECK (SOMD: ABOVE, VERIFY IN FI (W3 DECK SHOWN) INTERIOR METAL ST REF. INTERIOR NON- METAL STUD WALL ,< 3/S1.01 FOR SIZE AN SPACING. PARALLEL TO SLAB METAL STUD WALL BELOW SOMD V=11-0. NOTES: 1) MINIMUM (E) CONCRETE STRENGTH: fc = 3,000psi (E) GUNUHtz I L,51-P METAL DECK (SOM ABOVE, VERIFY IN (W3 DECK SHOWN] INTERIOR METAL E WALL, REF. INTERI NON -BEARING ME STUD WALL SCHEI 3/S1.01 FOR SIZE AND SPACING. PERPENDICULAR TO SLAB METAL STUD WALL BELOW SOMD 1"=V-0" (2) #10 METAL SCREWS WITHIN 3" OF EA. STUD (USE LVF IF OVER LOW FLUTE) (4) 0.157"0 HILTI LVFs wl MAX. 3/4" EMBEDMENT DEPTH @ EA. PLATE 16GAx6"x1'-0" PLATE AT EA. STUD, SPANNING BETWEEN SOMD LOW FLUTES, TYP. #8 METAL SCREW, TYP. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. (2) 0,157"0 HILTI LVFs w/ 3/4" EMBEDMENT DEPTH @ EA. LOW FLUTE, 12" o.c. MAX. #B METAL SCREW, TYP SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. NOTES: 1) MAXIMUM STEEL OPEN WEB JOIST (OWJ) SPACING = 8'-0- o.c. 2) MIN. OWJ BOTTOM CHORD: (2) STEEL ANGLES (E) ELEVATED ROOF/FLOOR METAL DECK ABOVE, VERIFY IN FIELD (E) STEEL OPEN WEB 3" JOIST (OWJ), VERIFY AX IN FIELD ,[L�--- I I (4) 1/4"0 SELF-DRILLING,� 11 1\ SELF -TAPPING METAL SCREWS - (2) IN EACH BOTTOM CHORD ANGLE INTERIOR METAL STUD WALL, REF. INTERIOR NON -BEARING METAL STUD WALL 11A I SCHEDULE 3/S1.01 FOR SIZE AND SPACING. PARALLEL TO OWJ (4) 12-GAGE SPLAY WIRES, TOP & BOTTOM, (2) IN EA. DIRECTION WITHIN 3" OF TRACK. MAY DRILL THROUGH NAILER. WRAP (5)-TIMES AT EA. END, TYP. 362SI25-33 STUD, FLATWISE. ATTACH TO TRACK wl (2) #8 SCREWS @ 3" FROM EACH END AND @ 12" o.c. MAX. //— (2) NO. 8 SCREWS AT 4'-O" o.c. �-,METAL STUD WALL TO STEEL OWJ NOTES: 1) MAXIMUM STEEL OPEN WEB JOIST (OWJ) SPACING = 8'-0" o.c. 2) MIN. OWJ BOTTOM CHORD: (2) STEEL ANGLES (E) ELEVATED R —- METAL DECK AB, VERIFY IN FIELD (E) STEEL OPEN JOIST (OWJ), REI PLAN INTERIOR METAI REF. INTERIOR I, METAL STUD WA SCHEDULE 3/S1 AND SPACING PERPENDICULAR TO OWJ METAL STUD WALL TO STEEL OWJ NOTES: 1) CONTRACTOR RESPONSIBLE FOR WATERPROOFING, AS REQUIRED 14' TYP. UPTURNED 362T150-33 TRACK @ 4'-0" o.c. COPE FLANGE AND ATTACHED WEB TO OWJ SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. #8 METAL SCREW, TYP. (4) 1/4"0 SELF -DRILLING, SELF -TAPPING METAL SCREWS - (2) IN EACH BOTTOM CHORD ANGLE #8 METAL SCREW. TYP. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYP. (t:) Wit: I AL Ut_-Urk At VERIFY IN FIELD. (3" WDECK SHOWN 1 1/2"B-DECK SIMIL (2) #10 METAL SCREWS @ EA. LOW FLUTE, 12" o.c. MAX. (8" o.c. AT N-DECK) #8 METAL SCREW, TYP. tva architects inc. 920 sw sixth avenue I suite 1500 portiand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com L Revisions: REVIEM Re CODE COMPLIANCE APPROVED OCT 07 2019 City of Tukwila BUILDING DIVISI t E D )C TUKWILA SEP 3 0 2019 CENTER 0o 00 3:00 0% n < 3: LIJ I-- z LLI 0 r 0 Cn 0 LO C4 6 C:) 1 9/25/19 100.1 11 WWI METAL STUD INTERIOR METAL STUD I SLT250-33 CONTINUOUS WALL FRAMING WALL, REF. INTERIOR NON -BEARING METAL SLOTTED TRACK, WIDTH TO DETAIL STUD WALL SCHEDULE MATCH STUDS, TYP. 3/S1.01 FOR SIZE AND SPACING. Dllimm,02.41 Project # 14919 PERPENDICULAR TO DECK METAL STUD WALL BELOW METAL ROOF DECK 1"=l'-0" Date: 2019-07-19 PROJECT DIRECTORY OWNER STRUCTURAL Zoom+Care CONTACTINFO ABHT STRUCTURAL CONTACTINFO Heather Hardy ENGINEERS Clinton Ambrose 1455 NW Irving St. t: 503 789-2818 1640 NW Johnson St. t: 503 243-6682 Suite 600 Portland, OR 97209 Portland, OR 97209 zoomcare.com abht-structural.com hhardyfazoomcare.com clintonfdabht-structural.com ARCHITECTtva GC lc. CONTACTINFO Ts, Ferris CONTACTINFO Pam Saftler Rod Ferris 920 SW 6th Ave. t: 503 220-0668 118 N. 35th St. SUITE 100 t: 206 793-5500 Suite 1500 f: 503 225-0803 Seattle, WA 98103 Portland, OR 97204 tvaarchitects.com ferris-turney.com pamsfdtvaarchitects.com rodfrdferris-turney.com STREET ADDRESS: 17250 SOUTHCENTER PKWY, SUITE #136, TUKWILA, WA 98188 PROJECT DESCRIPTION: INTERIOR TENANT IMPROVEMENTS AT AN EXISTING EMPTY RETAIL SPACE IN AN EXISTING BUILDING. NEW WORK ON INTERIOR TO INCLUDE WALLS, CEILINGS, DOORS, FINISHES, FIXTURES, RESTROOM & ASSOCIATED UTILITIES. AUTHORITY HAVING JURISDICTION (AHJI: CITY OF TUKWILA APPLICABLE CODES & REGULATIONS: BUILDING CODE 2015 INTERNATIONAL BUILDING CODE ACCESSIBILITY CODES FOR ADA COMPLIANCE: ALL PUBLIC, COMMON AND WORK AREAS, AND SITE, CONFORM TO THE AMERICANS WITH DISABILITIES ACT TITLE III FOR BUILDING CODE COMPLIANCE: THE BUILDING AND SITE CONFORM TO IBC CHAPTER 11, AND 2009 ICC ANSI A117.1 FIRE ALARM AND SPRINKLER CODES 2013 and 2010 NFPA 13 FOR FIRE SPRINKLERS 2013 and 2010 NFPA>72 FOR FIRE ALARMS NEIGHBORHOOD: TUKWILA PARCEL: 7888920020 (KING COUNTY) ZONE: TUC CC TUKWILA URBAN CENTER - COMMERCIAL CORRIDOR OCCUPANCY TYPE: PARCEL: CONSTRUCTION TYPE: FLOOR AREA: BUILDING HEIGHT: OCCUPANT LOAD: EGRESS: SPRINKLER SYSTEM: 1' ' TENANT SPACE B 7888920020 II-B 1,975 SF (THIS PERMIT) NO CHANGE TENANT SPACE - 50 OCCUPANTS (2) EXITS REQUIRED AND PROVIDED NON-SPRINKLERED 1. SIGNAGE 2. FIRE ALARM (NFPA 72) 3. SUSPENDED CEILING SEISMIC DEFLECTION 4. MECHANICAL SYSTEM 5. PLUMBING SYSTEM 6. ELECTRICAL SYSTEM SPECIAL INSPECTIO SPECIAL INSPECTION REQ'D FOR POST - INSTALLED CONCRETE ANCHOR INSTALLATION a_. 3�1 In"n f t TU KWI LA, WA �P(E R MRA IT SET r% r% r-9 A*ft a B ff B 2017 UY ' DRAWING INDEX LEGEND: 0 CREATED *UPDATED X DELETED 0 ISSUED n MERGED ❑ ISSUED FOR REFERENCE ONLY SHEET NUMBER SHEET NAME DD SET (07-05-2019) PERMIT SET 107-19-20191 PROJECT INFO & SURVEY G0.00 PROJECTTITLE AND INFORMATION 0 O IG0.02(ARCHITECTURALSYMBOLS AND ABBREVIATIONS CODEANALYSIS G1.00a ACCESSIBILITY NOTES ■ O G1.01 I 1ST FLOOR CODE ANALYSIS PLAN ■ O G1.50 IVERTICALASSEmeLYTYPEs ■ O A0.10 OVERALL SITE PLAN ■ O A1.01 OVERALL 15T FLOOR PLAN ■ O A3.01 OVERALL 1 ST FLOOR RCP ■ O ' A6.01 DOOR TYPES & SCHEDULE ■ O A7.01 OVERALL 1ST FLOOR FINISH PLAN ■ O A7.50 INTERIOR ELEVATIONS ■ O A8.10 DETAILS ■ O >lrtu�lurtc S1.Q1 ME_TAL STUD WALL FRAMING DETAIL ■ 51.02 METAL STUD WALL FRAMING DETAIL ■ YSEPARATtPERMIT REVISIONS ED FOR:chanical No cnar,aes snarl hemade to the scope 'Woiof work without w-or accroval of the Tukwila Bwldmg Division. mbing NOTE: Revisibns will reomre a new plan s Piping submittal and may include adddional plan review. CityciTukwila BUILDING DIIASiON - - VICINITY MAP NOT TO SCALE FILE OPY Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance �,(nz antl cte:City of Tukwila BUILDING DIVISION tva architects inc. 920 sw sixth avenue I suite 1500 Portland, oregon 97204 Phone: 503 220 0668 www.tvaarchitects.com 10947 REGISTERED ARCHITECT LEWIS THOMPSON STATE OF WASHINGTo DO DO 0'- Q 'Q f— d W I— Z LU 0 F- ZD O to O Ln lV C� rt"Yti�iNED FOR CODE COMPLIANCE APPROVED AUG 2 9��2�0019 �� of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 29 2019 PERMIT CENTER PERMIT SET PROJECT TITLE N1-1 AND Ju INFORMATION � � L4TRTORTE mot,. Project # 19037 Date: 2019-07-19 ANGLE EA EACH PRCST PRECAST ' # NUMBER OR POUND EB EXPANSION BOLT KB KNOX BOX PREFAB PRE -FABRICATED & AND EF EXHAUST FAN KD KNOCK DOWN PREFIN PRE -FINISHED (a AT EIFS EXTERIOR INSULATED FINISH KIT KITCHEN PSF POUNDS PER SQUARE FOOT I CHANNEL SYSTEM KO KNOCKOUT PSI POUNDS PER SQUARE INCH CL or r CENTERLINE EJ EXPANSION JOINT KP KICK PLATE PSL PARALLEL STRAND LUMBER DIA or DIAMETER EL ELEVATION (TOPOGRAPHICAL) KS KNEE SPACE PT PRESSURE TREATED ELDR ELEVATION (DRAWING] PTO PAPER TOWEL DISPENSED AB ANCHOR BOLT ELEC ELECTRICAL L LENGTH PTDWR PAPER TOWEL DISPENSER AND AC ASPHALTIC CONCRETE ELEV ELEVATOR LAB LABORATORY WASTE RECEPTACLE ACOUST ACOUSTICAL EM ENTRANCE MAT LAM LAMINATE (D) PTN PARTITION ACP ACOUSTICAL CEILING PANEL EMER EMERGENCY LAV LAVATORY PVC POLYVINYL CHLORIDE ACT ACOUSTICAL CEILING TILE ENCL ENCLOSED LB POUND PVG PAVING AD AREA DRAIN EP ELECTRIC PANEL BOARD LF LINEAR FEET ADC ALBANY DEVELOPMENT CODE EQ EQUAL LG LARGE OLTY QUALITY ADD ADDENDUM EQUIP EQUIPMENT LH LEFT HAND QT QUARRYTILE ADJ ADJUSTABLE ESD ELECTROSTATIC DISSIPATIVE LHR LEFT HAND REVERSE QTY QUANTITY AES ARCHITECTURAL EXPOSED STEEL EW EACH WAY LIN LINEAR OZ QUARTZ AF ACCESS FLOORING EXH EXHAUST LKR LOCKER AFF ABOVE FINISH FLOOR EXIST EXISTING ILL LIVE LOAD (R) REMOVE AFG ABOVE FINISH GRADE EXP EXPANSION LLV LONG LEG VERTICAL R RISER AGG AGGREGATE EXPO EXPOSED LINO LINOLEUM RA RETURN AIR AHU AIR HANDLING UNIT EXT EXTERIOR LR LIVING ROOM RAD RADIUS AIB AIR INFILTRATION BARRIER LSL LAMINATED STRAND LUMBER RAF RAISED ACCESS FLOORING ALT ALTERNATE IF) FUTURE LSS LIFE SAFETY SYSTEMS RB RUBBER BASE ALUM ALUMINUM FA FIREALARM LT LIGHT RCP REFLECTED CEILING PLAN ANOD ANODIZED FAF FACTORY APPLIED FINISH LVL LEVEL RD ROOF DRAIN AP ACCESS PANEL FCP FIRE COMMAND POST RDO ROOF DRAIN OVERFLOW APPROX APPROXIMATELY FD FLOOR DRAIN M METER REC RECYCLE(D)[ING] ARCH ARCHITECTURAL FDC FIRE DEPT. CONN. MATL MATERIAL REF REFERENCE ATB ALUMINUM T-BAR GRID FDN FOUNDATION MAX MAXIMUM REFR REFRIGERATOR AUTO AUTOMATIC FE FIRE EXTINGUISHER MB MARKER BOARD REG REGISTER " AUX AUXILIARY FEC FIRE EXTINGUISHER CABINET MBH MOP AND BROOM HOLDER REINF REINFORCED (DI (ING) AVG AVERAGE FF FINISHED FLOOR MCB MACHINE BOLT REL RELOCATE RISER AWB AIR WATER BARRIER FH FIRE HYDRANT MCJ MASONRY CONTROL JOINT READ REQUIRED AWP ACOUSTICAL WALL PANEL FHC FIRE HOSE CONNECTION MOH MAGNETIC DOOR HOLDER RESIL RESILIENT AWT ACOUSTICAL WALL TREATMENT FIN FINISH MOO MEDIUM DENSITY OVERLAY RESILB RESILIENT BASE FIXT FIXTURE MECH MECHANICAL RESILC RESILIENT CHANNEL BB BULLETIN BOARD FJ FLOOR JOIST MEMB MEMBRANE RET RETAINING BD BOARD FLAM FLAMMABLE MEZZ MEZZANINE REV REVISE IN (ION) BITUM BITUMINOUS FLASH FLASHING MFR MANUFACTURER RF RESINOUS FLOORING BL BLINDS FLOR FLOOR(ING) MH MANHOLE RH RIGHT HAND BLDG BUILDING FLUOR FLUORESCENT MIN MINIMUM RHR RIGHT HAND REVERSE BLKG BLOCKING FMF FLEXIBLE MEMBRANE FLASHING MIR MIRROR RM ROOM BM BEAM FO FACE OF MISC MISCELLANEOUS RO ROUGH OPENING BNC BENCHMARK FOC FACE OF CONCRETE MM MILLIMETER IRS ROOFING SYSTEM BO BOTTOM OF FOF FACE OF FINISH MO MASONRY OPENING RT RUBBER TILE BOC BOTTOM OF CONCRETE FOHC FREE OF HEART CENTERS MOV MICROWAVE OVEN RWL RAIN WATER LEADER BOO BOTTOM OF DECKING) FOM FACE OF MASONRY MP METAL PANEL BOF BOTTOM OF FRAMING FOS FACE OF STUD MS METAL STUD (ASISEAL [ANTI-STAT) SEALER BOS BOTTOM OF STEEL FOSH FACE OF SHEATHING MTD MOUNTED (CO)SEAL [COLOREDISEALER BP BUILDING PAPER FOW FACE OF WALL MTL METAL S SOUTH BR BED ROOM FPL FIREPLACE MUL MULLION S/HD SEALER/HARDENER BRK BRICK FIR FIRE -RATED MWP METAL WALL PANEL (ING) SC SOLID CORE BTWN BETWEEN FRP GLASS FIBER REINFORCED PANEL SCHED SCHEDULE BUR BUILT UP ROOFING FRPT FIRE RETARDANT PRESSURE (NI NEW SD SOAP DISPENSER TREATED N NORTH SDF STATIC DISSIPATIVE FLOORING CAB CABINET FRT FIRE RETARDANT TREATED N/A NOTAPPLICABLE SECT SECTION CB CATCH BASIN FS FLOOR SINK NF NO FINISH SF SQUARE FEET CCTV CLOSED CIRCUIT TELEVISION FSD FIRE SMOKE DAMPER NFPA NATIONAL FIRE PROTECTION SFT STONE FLOOR TILE CEM CEMENT FT FOOT ASSOCIATION SHFT SHAFT CER CERAMIC FTG FOOTING NIC NOT IN CONTRACT SHT SHEET CF CUBIC FEET FUR FURRING NO NUMBER SHTG SHEATHING CFLG COUNTER FLASHING NOM NOMINAL SIM SIMILAR CG CORNER GUARD GA GAUGE OR GAGE NRC NOISE REDUCTION COEFFICIENT SK SINK CH COAT HOOK GALV GALVANIZED NTS NOT TO SCALE SL STRUCTURAL LEVEL Cl CAST IRON GB GRAB BAR SM SHEET METAL CIP CAST IN PLACE GFRC GLASS FIBER REINFORCED 0/ OVER SMF SHEET METAL FLASHING CJ CONTROLJOINT CONCRETE OA OVERALL SMP SHEET METAL PANEL CL CENTER LINE GFRG GLASS FIBER REINFORCED GYPSUM OAR OREGON ADMINISTRATIVE RULES SMS SHEET METAL SCREW CLG CEILING GL GLASS OC ON CENTER (S) SND SANITARY NAPKIN DISPENSER CLKG CAULKING GLAM GLUE LAMINATED OD OUTSIDE DIAMETER OR OVERFLOW SNR SANITARY NAPKIN RECEPTACLE CLOS CLOSET GND GROUND DRAIN SPEC SPECIFICATION CLR CLEAR GR GRADE OEESC OREGON ENERGY EFFICIENCY SPKLR SPRINKLER CMU CONCRETE MASONRY UNIT GYP GYPSUM SPECIALTY CODE SQ SQUARE CO CLEAN OUT GYPBD GYPSUM WALL BOARD OESC OREGON ELECTRICAL SPECIALTY SSF SOLID SURFACING COL COLUMN CODE SST SERVICE SINK CONC CONCRETE H HIGH OFC OREGON FIRE CODE SST STAINLESS STEEL FIB HOSE BIBB OFCI OWNER FURNISHED, CONTRACTOR ST STONE CONN CONNECTION HC HOLLOW CORE(MATERIALI INSTALLED CONST CONSTRUCTION OFF OFFICE ST-KD STEEL (FRAME] -KNOCK DOWN CONT CONTINUOUS HCP HANDICAPPED ST-W STEEL(FRAME]- WELDED HD HEAVY DUTY OF01 OWNERFURNISHED, OWNER COORD COORDINATE LU INSTALLED STA STATION CORR CORRIDOR HDR HEADER OH OVERHEAD STB STONE BASE CPT CARPET HDWD HARDWOOD OMSC OREGON MECHANICAL SPECIALTY STC SOUND TRANSMISSION CLASS CS CONCRETE SEALER HDWR HARDWARE CODE STD STANDARD CSK COUNTERSUNK HIM HOLLOW METAL OPCI OWNER PROVIDED, CONTRACTOR STL STEEL CT CERAMIC TILE HORIZ HORIZONTAL INSTALLED STOR STORAGE CTR CENTER HPL HIGH PRESSURE LAMINATE OPNG OPENING STRUC STRUCTURAL CW COLD WATER FIR HOUR OP01 OWNER PROVIDED, OWNER SUSP SUSPEND (ED) CY CUBICYARDS HT HEIGHT INSTALLED SV SHEETVINYL HVAC HEATING, VENTING & AIR OPP OPPOSITE SYM SYMMETRICAL (D) DEMOLISH CONDITIONING OPSC OREGON PLUMBING SPECIALTY D DEPTH HW HOT WATER CODE T TREAD DBL DOUBLE HWY HIGHWAY OSB ORIENTATED STRAND BOARD T&B TOP AND BOTTOM DEPT DEPARTMENT OSSC OREGON (STATE) STRUCTURAL T&G TONGUE & GROOVE DF DRINKING FOUNTAIN IBC INTERNATIONAL BUILDING CODE SPECIALTY CODE TA TOILETACCESSORY DIA DIAMETER ID INSIDE DIAMETER TB TOWEL BAR IFGC INTERNATIONAL FUEL AND GAS P PAINT SYSTEM COLOR DIAG DIAGONAL CODE TC TOP OF CURB DIM DIAMETER PCC PRECAST CONCRETE TEL TELEPHONE IN INCHES PERF PERFORATED DISP DISPENSER INCAN INCANDESCENT PERP PERPENDICULAR TEMP TEMPORARY DN DOWN INCL INCLUDE (D) (ING) PIPC POURED IN PLACE CONCRETE TERR TERRAllO DO DOOR OPENING INFO INFORMATION PL PROPERTY LINE TFC TRANSPARENT FINISH - CLEAR DR DOOR INSUL INSULATE (D)(ION) pL PLASTER TFMR TRANSFORMER z DS DOWNSPOUT INT INTERIOR PLAM PLASTIC LAMINATE TFOB TO FACE OF BUILDING DSP DRY STANDPIPE INV INVERT TFS TRANSPARENT FINISH -STAINED DTL DETAIL PLAS PLASTIC THK THICK (NESS) IRC INTERNATIONAL RESIDENTIAL PLT PLATE DW DISHWASHER CODE TJ TOOL (ED) JOINT E DWG DRAWING PLWD PLYWOOD TKBD TACK BOARD DWR DRAWER JAN JANITOR PNT POINT TL TILE PNTD PAINTED TO TOP OF JST JOIST PR PAIR (E) EXISTING JT JOINT TOC TOP OF CONCRETE E EAST i TOD TOP OF DECK (ING) TOG TOP OF FINISH GRADE All� TOM TOP OF MASONRY SINGLE DOOR NUMBER TOP TOP OF PARAPET DOOR NUMBER OR TYPE CODE TOPL TOP OF PLATE TOR TOP OF ROOF _ TOS TOP OF STEEL DOUBLE DOOR NUMBER TOW TOP OF WALL TP TEMPERED TPD TOILET PAPER DISPENSER TPG TEMPERED GLASS H / COLUMN GRID TS TUBE STEEL TSCD TOILET SEAT COVER DISPENSER LEVEL NAME rih TYP TYPICAL _ ELEVATION (LEVEL MARK 0'_0" (E� ARCHITECTURAL ELEVATION UG UNDERGROUND CIVIL ELEVATION UL UNDERWRITERS LABORATORY _ UNFIN UNFINISHED ENLARGED PLAN / ROOF / UNO UNLESS NOTED OTHERWISE i i A200 RCP CALLOUT UPS UNINTERRUPTIBLE POWER SUPPLY UR URINAL - 1 USO UNLESS SHOWN OTHERWISE A500D EXTERIOR BUILDING ELEVATION VCT VINYL COMPOSITION TILE VEN VENEER VERT VERTICAL VEST VESTIBULE 1 BUILDINGSECTION VG VERTICAL GRAIN A600 VIF VT VERIFY IN FIELD VINYL TILE 1 WALL SECTION VTR VENT TO ROOF A600 (W) WIDTH 7 W WEST INTERIOR ELEVATION W/ WITH 4 A800 2 W/0 WITHOUT WB WOOD BASE 3 WC WATER CLOSET WD WOOD 1 t i A920 PLAN DETAIL CALLOUT WOW WINDOW �_� WF- # WOOD FLOORING (# DENOTES TYPE) WH WATER HEATER WLCV WALL COVERING ® A960 SECTION / ELEVATION WILD WELD (ED) DETAIL CALLOUT WOM WALK OFF MAT — --- — --- — SHEET MATCHLINE DESIGNATOR WP WATERPROOF (ING) WR WASTE RECEPTACLE 12' - 10" CEILING ELEVATION SYMBOL WSCT WAINSCOT WT WEIGHT W$ 2.5 2 a WALL ASSEMBLY TYPE SYMBOL WWF WELDED WIRE FABRIC WWP WOOD WALL PANEL (ING) C1 COLUMN ASSEMBLY TYPE SYMBOL F1 HORIZONTAL ASSEMBLY TYPE SYMBOL YD YARD OKEYNOTE OOPENING TAG - WINDOW ROOM NAME ROOM TAGS 888 az REVISION TAG AND CLOUD O MATERIAL/FINISH SYMBOL 4 eXX-XX FLOOR TRANSITION SYMBOL TA � r �- OF01 OWNER FURNISHED, OWNER INSTALLED OFCI OWNER FURNISHED, CONTRACTOR INSTALLED NIC NOT IN CONTRACT (REFER TO KEYED NOTES - FOR MORE INFORMATION) EXISTING TO REMAIN (REFER TO KEYED NOTES FOR MORE / INFORMATION) =� DEMOLISHED/TO BE RELOCATED (REFER TO KEYED NOTES FOR MORE INFORMATION) NEW SCOPE OF WORK (REFER TO KEYED NOTES FOR MORE INFORMATION) RECEIVED CITY OF TUK%VILA JUL 29 2019 PERMIT CENTER tva architects Inc. 920 sw sixth avenue I suite 1500 portland,oregon 97204 phone: 503 2200668 www.tvaarchitects.com 10 447 REGISTERED ARCHITECT OB LEWIS THOMPSON STATE OF WASHINGTON 00 00 00 O^ Ile Ile .Q J_ I-- i' 0- 0-1 LLJ F_ z LLJ U I— 0 Ln O LO N ,n� Revisions: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 2019 City of Tukwila BUILDING DIVISION PERMIT SET ARCHITECTURAL SYMBOLS AND ABBREVIATIONS Project # 19037 Date: 2019-07-19 40". 36" GRAB BAR E 12" MAX E 18" VERTICAL 12"MIN GRAB BAR �- 42" GRAB BAR O o 0 �w a 0 a m n M M v .m.. h FLUSH CONTROLS ON OPEN SIDE OF WATER CLOSET — WATER CLOSET ISECTION 604/ EXIT SIGN TYPICAL DOOR a TYPICAL AT DOOR COAT & UTILITY TO RAISED HOOK CHARACTERS SOAP 9„ 1- m DISPENSER El o g CARD m =o czi READER 0 ELECTRICAL OUTLET7 TELEPHONE ELECTRICAL OUTLET �OUTLETAND AT CASEWORK SWITCHES a w Jz z �u 0 Z O U m v o v MISCELLANEOUS WALL MOUNTINGS TO/LET ROOM MOUNTINGS 36" MAX ACCESSORYZONE M Z �.; E 42' MAX 701LET-SURFACEMOUNT ACCESSORY ZONE ISECTION 604. 7/ OPERABLE FIRE ALARM SIGNAUSTROBE THERMOSTAT FIRE EXTINGUISHER SIGN -MOUNTED PHONE RECESSED FIRE EXTINGUISHER CABINET MANUALPULL INTERCOM STATION � STATIONS D L�Ja w Q 0 w z o w w o 1,,1 z z o ;0 m COMMON FIXTURE MOUNTING HEIGHTS 24"MINE 12" MIN 16" 16" 28" MIN M v v MIN ru r 1 0 E 18" VERTICAL 1 " GRAB BAR 42" GRAB BAR WATER CLOSET WISWING-UP GRAB BARS /SECTION 1004,11.1, f/ 3 1/2" MAX FOR PARALLEL NCOUNTER LAVATORY & LAV REFLECTIVE SHELFAND IN COUNTER APpp{20ACH 17" TO 25" 15" MIN FOR 5' MAX SURFACE HANGER INSULATE EXPOSED FORWARD FOR FORWARD �� ROD HOT WATER SUPPLY APPROACH APPROACH m z wIlk AND DRAIN PIPES TYP 8" MIN 0 SPOUTOUTLET u-' LAV � 0 z_ z 8" MIN— 0 z ~ ' o Z N z - �t U W P tc M I p U m SIDE APPROACH 6" MAX l l" MIN m M a 6" MAX 11" MIN O DRINKING FOUNTAIN ISECT/ON 602/ MIRRORS (SECTION 603.31 SHELVES )SECTION 603.41 LAVATORYAND SINKS (SECTION 6061 ACCESSIBLE FIXTURE SIZE AND MOUNTING REQUIREMENTS I PER ICC/ANSI A 117.1-20091 PREDOMINANT DIRECTION OF TRAVEL LONG DIMENSION RMAX PERPENDICULAR TO DIRECTION OF TRAVEL OPENINGS IN FLOOR SURFACES ISECTION 302.31 2 114"-1 /2" 1 [� MAX �-I BEVELED CHANGES IN LEVEL(SECTION 303.3.b) 36" MAX RECESSED -MOUNT TOILET SEAT „MIN ACCESSORY ZONE COVER DISPENSER I v g 1 42 MAX Iz TOILET - RECESSED MOUNT ACCESSORYZONE ISECTION 604.7/ ANNUNCIATOR PANEL WALL MOUNTED FIRE EXTINGUISHER Z Y O a Z z U o w o n m o o a � m 1/4" MAX BEVELED CHANGES IN LEVELISECTION 303.3.a) FLOOR SURFACES I PER 1CC/ANS1A117.7-20091 EMERGENCY POWER OFF PUSH BUTTON COMMONAREA TO/LETS TYP SURFACE MOUNT ACCESSOR/ES E BASE OF BASEO B CHARACTER z v v .moo 48" --- ----- —'ic- Z x Z c 30" V ,1 10" MAX Fig.308.2.1 Fig.308.3.1 CLEARFLOORSPACE CLEARFLOORSPACE UNOBSTRUCTED UNOBSTRUCTED PA RA L L EL A PPROA CH FORWARDAPPROACH FORWARDREACH SIDEREACH t 1 Fig. 0: 10" MAX > 10" - 24" x � I � M Fig. 308.3.2 OBSTRUCTED HIGH SIDE REACH REACH RANGES (PER ICC/ANS1A117.7-20091 kX L IMI TS OF PRO TRUDING OBJECTS EXCEPTIONS, 1. HANDRAILSMAYPROTRUDE4 1/2 MAX,'"" 2. DOOR CLOSESTANDDOORSTOPS SHALL BE PERMITTED TO BE 78"MIN ABOVEFLOOR ACCESSIBILITY GENERAL NOTES 1. ALL DIMENSIONS INDICATED ON THIS SHEET ARE CLEAR MINIMUM TO FACE OF FINISH. DIMENSIONS TO TOILET ROOM ACCESSORIES ARE TO THE CENTER LINE AS NOTED OR TO THE HIGHEST PORTION OF THE OPENING OR OPERATING DEVICE. 2. ALL ITEMS INDICATED BELOW MAY NOT OCCUR ON THIS PROJECT. SEE PROJECT PLANS AND ELEVATIONS FOR ITEMS THAT OCCUR. 3. SEE ARCHITECTURAL PLANS FOR ACCESSIBILITY AND/OR ADAPTABILITY CONFORMANCE IN THE HORIZONTAL PLAN LAYOUT. 4. SEE ARCHITECTURAL INTERIOR ELEVATIONS FOR DWELLING UNIT F.H.A. ADAPTABLE, AND/OR A.N.S.1, TYPE A OR B DWELLING UNIT FIXTURE MOUNTING HEIGHTS, IF THEY OCCUR ON THIS PROJECT. S. CONFORMANCE TO FIXTURE MOUNTING HEIGHT REQUIREMENTS ARE APPLICABLE IN ANY PUBLIC AREA OR EMPLOYEE WORK AREA MORE THAN 1000 SF, AS THEY OCCUR PER PROJECT. 6. VERIFY ACCESSORY SIZE WITH MANUFACTURER TO ENSURE CONFORMANCE WITH REQUIRED MOUNTING HEIGHTS, 7. PROVIDE CODE -COMPLIANT BLOCKING WITHIN WALLS AS REQUIRED FOR PROPOSED AND FUTURE ACCESSORIES AND GRAB BARS MOUNTING FIXTURES. 8. PROVIDE GYPSUM BOARD WRAP BEHIND FIXTURES AT WALLS DESIGNATED ON FLOOR PLANS AS OPENING -PROTECTED WALLS. 9. ACCESSIBLE FIXTURES REQUIRE A CLEAR FLOOR SPACE CONTIGUOUS OR OVERLAPPING THE ACCESSIBLE ROUTE. FLOOR DRAINS SHOULD NOT BE PLACED IN THIS CLEAR FLOOR SPACE. EXCEPTION: DRAINS MAY RESIDE IN CLEAR FLOOR SPACE PROVIDED DRAIN HOLES DO NOT EXCEED 1/2" DIA. MAXIMUM; FLOOR SLOPE DOES NOT EXCEED 2°! IN ANY DIRECTION; AND THE ELEVATION CHANGE AT THE DRAIN LIP DOES NOT EXCEED 1/811. 3 48" III � ch L___J w. a� WHEELCHAIR LAV. T-SHAPEOTURNING A TURNING RADIUS B CLEARANCE C SPACE 61, 01, 18"18" E Q V o�SHOWER L�LU� `D I HEAD LJ __ - , TOILET UNIT TOILET UNITSHOWER D (ACCESSIBLE] E (ACCESSIBLE) F (ACCESSIBLE) -3'-6" DOOR 22" 24" 3'-6 -3DOOR 4 I H L----J i I � _ _ ~ v L - - - - J - 42" Tr 66" POCKET DOOR POCKET DOOR POCKET DOOR G FRONTAPPROACH _ H LATCH APPROACH J POCKE�TAPP_R4OACH DOOR 1 1 1 DOOR i DOOR _o- M v o -© * J H PUSH -SIDE APPROACH PUSH -SIDE APPROACH PUSH -SIDE LATCH K W/OUT CLOSER L Wl CLOSER M APPROACH � 60„ * 5� 4" - - T 3.-0" -0 i - 77 3... OR o '11 ' 3 OR I I _ ` PULL -SIDE PULL -SIDE R FRONTAPPROACH S LATCH APPROACH DOOR / ; DOOR * --36" -OU - 4 N CLEAR PULL -SIDE PULL -SIDE U FRONT APPROACH V LATCH APPROACH ACCESSIBLE ROUTE b� 0" 1, 48" 41" r---�T ��--T i 1 : DOOR � 1 I DOOR 1 + DOOR i j V I i PULL -SIDE PULL -SIDE PUSH -SIDE X FRONT APPROACH Y LATCH APPROACH Z FRONTAPPROACH tva architects inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 10947 7REGISTERED LEWISTHOMPSON STATE OF WASHINGTON 0 Revisions: CLEAR FLOOR SPACE c1zvErEIutE.v11.a REQUIREMENTS LEGEND JUL 29 1 PER ICC/ANSIA117.1-20091 REVII PERIT MEASUREMENT RANGE MIN IN INCHES MAX IN INCHES DOT BASE DIAMETER 0.059 to 0.063 DISTANCE BETWEEN TWO DOTS IN THE SAME CELL 0.090 to 0.100 (MEASURED CENTER TO CENTER] DISTANCE BETWEEN CORRESPONDING DOTS 0.241 to 0.300 IN ADJACENT CELLS (MEASURED CENTER TO CENTER] DOT HEIGHT 0.025 to 0.037 DISTANCE BETWEEN CORRESPONDING DOTS 0.395 to 0.400 FROM ONE CELL DIRECTLY BELOW (MEASURED CENTER TO CENTER) 00 00 CD Or >Q Ile Ile Q J L.L.I F— Z L11 0 F— M d Ln O L0 N C� All 112111 BUILDING DIVISION ACCESSIBILITY NOTES Project # 19037 1.0 a Date: 2019-07-19 n L�7 ' +EXIT - - - M) 1ST FLOOR CODE ANALYSIS 0 0 1/4" =1'-O" z z w FIRE & LIFE SAFETY SCHEDULE - LEVEL 1 VUMBER NAME Area FUNCTION OF SPACE LOAD FACTOR I OCC. LOA[ 101 WELCOME 302 SF AS SEMBLY W/O FIXED SEATS - UNCONCE_NTRATED (TABLES & CHAIRS) 15 21 102 TEST NOOK 93SF BUSINESSAREAS 100 1 103 PHARMACY 214_SF BUSINESS AREAS 100 3 104 UNIVERSAL CARE ROOM 110SF INSTITUTIONAL -OUTPATIENT AREAS 100 2 105 UNIVERSAL CARE ROOM 110 SF INSTITUTIONAL- OUTPATIENT AREAS 100 2 106 UNIVERSAL CARE ROOM 110 SF INSTITUTIONAL - OUTPATIENT AREAS 100 2 107 UNIVERSAL CARE ROOM 110 SF INSTITUTIONAL - OUTPATIENT AREAS 100 2 108 WORKROOM 158 SF ASSEMBLY W/O FIXED SEATS- UNCONCENTRATED (TABLES & CHAIRS) 15 11 109 RESTROOM1 53SF BUSINESS AREAS 100 _ 1 110 RESTROOM2 53SF BUSINESSAREAS 100 i 111 ELECTRICAL ROOM 112 SF STORAGE - ACCESSORY/NON-HAZARDOUS 300 1 112 HALLWAY 332SF BUSINESSAREAS 100 3 TOTAL OCCUPANTS:50 OCCUPANCY GROUPS AND CONSTRUCTION TYPE PER IBC 2015: GROUP B, TYPE II-B SPRINKLERED (NON -SEPARATED USE, PER (IBC 2015 508.31 CONSTRUCTION TYPE NOTES MOST STRINGENT OF SBC 2015 AND NFPA 101 NOTES: 1. SEE ARCHITECTURAL PLANS, SECTIONS AND DETAILS. SEE A150 SHEET SERIES FOR LISTED ASSEMBLIES 2. SEE ARCHITECTURAL PLANS, SECTIONS AND DETAILS. • FLOOR CEILING [EXISTING) • ROOF CEILING (EXISTING) • EXTERIOR WALLS(EXISTINGI • 0-HOUR NON -BEARING INTERIOR WALLS PER TABLE 601 (TYPICAL) CODE ANALYSIS LEGEND FEC-X FIRE EXTINGUISHER CABINET, AS SPECIFIED. (LOCATE PER REQUIREMENTS OF NFPA 10 AND PER NFPA 101 9.7.4.1) (X OCCI ROOM OCCUPANT LOAD (OR TOTAL FLOOR OCCUPANT LOAD) PER SECTION 1004. ®1 EXIT SIGN W/ INTEGRATED DIRECTIONAL ARROW WHERE OCCURS AT ALL EXITS, EVERY 100' IN CORRIDORS, AND IN SPACES WHERE 2 MORE ARE REQUIRED PER SECTION 1011. SEE ELECTRICAL DRAWINGS. (W/ POCHE INDICATING "EXIT" TEXT SIDE OF SIGN.) SIGNS SHOWN IN CORRIDORS ARE CEILING HUNG. SIGNS SHOWN ON WALLARE WALL HUNG. EXI 1'r +REQUIRED EXIT AND EXIT EGRESS DIRECTION XX + ACCUMULATIVE NUMBER OF OCCUPANTS SERVED WITH EGRESS DIRECTION AT ARROW LOCATION. (DESIGNATED WHERE 12) MEANS OF EGRESS ARE REQUIRED PER TABLE 1004.1.11 ACCESSIBLE MEANS OF EGRESS [AMOE) MOER: 2 MEANS OF EGRESS REQUIRED = 2 MAX OCCUPANT LOADS PER SBC TABLE 1006.2.1 OCCUPANCY MAX OCCUPANTLOAD B 49 -- - -A EGRESS PATH TYPE {-- —! COMMON PATH FO TRAVEL TYPE MAX DIAGONAL NOre DISTANCE S NOTE ON THE DASHED LINE FOR SEPARATION. OR CALCS DOOR FIRE/SMOKE RATING. THIS IS FOR CODE 60 MINIS REVIEW CONVENIENCE ONLY. REFER TO DOOR SCHEDULE FOR DOOR INFORMATION. SMOKE RATING FIRE RATING BUILDING CODE INFORMATION AUTHORITY HAVING JURISDICTION (AHJ): CITY OF TUKWILA FIRE MARSHAL APPLICABLE CODES & REGULATIONS: STATE BUILDING CODES 2015 IBC ACCESSIBILITY CODES FOR ADA COMPLIANCE: ALL PUBLIC, COMMON AND WORK AREAS, AND SITE, CONFORM TO THE AMERICANS WITH DISABILITIES ACT TITLE III FOR BUILDING CODE COMPLIANCE: THE BUILDING AND SITE CONFORM TO SBC CHAPTER 11, AND 2009 ICC ANSI A117.1 FIRE ALARM AND SPRINKLER CODES 2013 and 2010 NFPA 13 FOR FIRE SPRINKLERS 2013 and 2010 NFPA 72 FOR FIRE ALARM ACCESSIBILITY CODE COMPLIANCE NOTES: 1. BASED ON MOST STRINGENT REQUIREMENTS OF ACCESSIBILITY CODES LISTED UNDER APPLICABLE CODES ON THIS SHEET. 2. SEE ACCESSIBILITY REQUIREMENTS SHEET ON THIS SHEET FOR REQUIREMENTS. SITE: • 1 PUBLIC ENTRY IS PROVIDED, AND IS ACCESSIBLE. • EXTERIOR EXIT DOORS ARE PROVIDED, AND ARE ACCESSIBLE. • 1 EXTERIOR ACCESSIBLE ROUTE IS PROVIDED TO THE PUBLIC WAY FROM ALL EXIT DOORS. • SEE CODE ANALYSIS PLAN - 1ST FLOOR FOR PASSENGER LOADING ZONE. PLUMBING CALCULATIONS NOTES: 1. THE FOLLOWING CALCULATIONS ARE BASED ON IBC CHAPTER 29 AND IBC TABLE 2902.1 2. PER 2902.3, CUSTOMERS, PATRONS AND VISITORS SHALL BE PROVIDED WITH PUBLIC TOILET FACILITIES, THE NUMBER OF FIXTURES SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 2902.1 FOR ALL USERS. 1ST FLOOR # OF OCCUPANTS = 50 CODE ANALYSIS GENERAL NOTES 1. SEE CODE INFORMATION SHEET FOR RELATIONSHIP OF LICENSING TO BUILDING CODE CRITERIA 2. LOCAL BUILDING DEPARTMENT CONFORMS TO 2014 OSSC. OREGON DEPARTMENT OF HEALTH AND HUMAN SERVICES CONFORMS TO NFPA 101, 2012 EDITION. 3. THIS CODE ANALYSIS PLAN IS FOR REFERENCE ONLY. SEE ALL OTHER PLAN SHEETS FOR CONTRACT DOCUMENT INFORMATION. THIS CODE ANALYSIS IDENTIFIES SOME SPECIFIC BUILDING CODE REQUIREMENTS BUT IS NOT INTENDED TO LIST ALL BUILDING CODE REQUIREMENTS. 4. SEE ASSEMBLIES/ CODE SHEET FOR CODE SUMMARY. 5. SEE CODE INFORMATION SHEET, ACCESSIBILITY NOTES SHEETS, AND OTHER PLAN AND DETAIL SHEETS FOR ACCESSIBILITY CONFORMANCE. 6. SEE SITE PLAN FOR EXIT DISCHARGE, PROPERTY LINE, AND PUBLIC WAY LOCATIONS. (WTI WALL TYPES NOTES: 1. SEE SPECIFIC WALL TYPE AND LISTED ASSEMBLIES ON FLOOR PLANS AND A150 WALL TYPE SHEET SERIES, 2, SEE CODE ANALYSIS PLANS FOR EACH SPECIFIC DESIGNATED OSSC WALL TYPE AND LOCATION. 3. SPECIFIC OSSC WALLS TYPES OCCURRING IN COMBINATION WITH OTHER SPECIFIC OSSC WALL TYPES TO COMPLY WITH THE MOST RESTRICTIVE REQUIREMENTS OF EACH. 4. SYMBOL IS SHOWN ONLY WHEN NECESSARY FOR CLARITY. --� 1-HOUR FIRE RESISTIVE WALL OR NON -RATED (NR) WALL FOR CONSTRUCTION TYPE PURPOSES ONLY, PER TABLE 601. NO ADDITIONAL PROTECTION FEATURES FROM WT NOTE 3 ABOVE ARE REQUIRED. SEE STRUCTURAL DRAWINGS FOR BEARING WALL LOCATIONS. PER NFPA 13 (2010 / 2013) - 8.15.1.2.2: CONCEALED SPACES OF NONCOMBUSTIBLE AND LIMITED -COMBUSTIBLE CONSTRUCTION WITH LIMITED ACCESS AND NOT PERMITTING OCCUPANCY OR STORAGE OF COMBUSTIBLE SHALL NOT REQUIRE SPRINKLER PROTECTION. PER SBC SEC. 713.14.1 EXCEPTION 1: BUILDING MUST BE EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1 PER SBC 407.7: A FIRE ALARM SYSTEM SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 907.2.6 EMERGENCY AND STANDBY POWER REQUIREMENTS PER IBC 407.10: AUTOMATIC EMERGENCY POWER AND/OR STANDBY POWER SUPPLIES SHALL BE PROVIDED FOR ALL HEALTHCARE FACILITIES, AS DEFINED IN NFPA 99. THE APPROVED ALTERNATIVE POWER SUPPLY SHALL MAINTAIN OPERATING ENERGYTO THE FACILITY FOR A PERIOD OF NOT LESS THAN 90 MINUTES. EMERGENCY AND STANDBY POWER SUPPLIES SHALL BE INSTALLED AS REQUIRED IN THE OREGON ELECTRICAL SPECIALTY CODE AND IN ACCORDANCE WITH NFPA 99. OCCUPANCY, CONSTRUCTION TYPE, AREA, AND HEIGHT LIMITATIONS (IBC) tva architects Inc. 920 sw sixth avenue I suite 1500 porttand, oregon 97204 phone: 503 220 0668 www.tvaa rch itects.com V4VWISTHOMPCSTONII ROB STATE OF WASHINGTON PER CODE NOTES: 1. SEE CODE ANALYSIS PLANS FOR ACCOMPANYING INFORMATION, CODE INFORMATION INDICATED BELOW ONLY LISTS SOME SPECIFIC REQUIREMENTS BUT DOES NOT LIST ALL BUILDING CODE REQUIREMENTS. 2. NON -SEPARATED USES ARE PROPOSED FOR ALL OCCUPANCIES IN ACCORDANCE WITH SECTION 508.3. OCCUPANCY GROUPS: B, BUSINESS O! (CHAPTER 31 NON -SEPARATED (SEE CODE ANALYSIS PLANS) BASIC ALLOWABLE AREA: NO CHANGE 00 00 00 01 Q Q >J r' UJ Z w v Z a In O Lf7 CV AUG 2 9 2019 (MOST RESTRICTIVE OF BC SEC. 503, TABLE 503): City Of Tukwila BUILDING HEIGHT: NO CHANGE BUILDING DIVISION (SECTION 503, TABLE 5031 RECEIVED NO. OF STORIES (IBCI: (1), NO CHANGE CITY OF TUKWILA [SECTION 503, TABLE 503 AND SECTION 504.21 JUL 29 2019 GROSS AREA (PER STORY): NO CHANGE PERMIT CENTER (SECTION 503, TABLE 503) CONSTRUCTION TYPES: IIB SPRINKLERED, [CHAPTER 61 NO CHANGE OCCUPANCY, CONSTRUCTION TYPE, AND HEIGHT LIMITATIONS (NFPA 101) NO. OF STORIES (NFPA): OCCUPANCY EXISTING (NFPA 101 TABLE 18.1.6.1) BUSINESS 1, NO CHANGE CONSTRUCTION TYPES• OCCUPANCY EXISTING (NFPA 101 TABLE 18.1.6.11 QnaKiQcc a-Q Kin MAKIPP PERMIT SET 1ST FLOOR .CODE ANALYSIS PI AN Project # 19037 Date: 2019-07-19 09 29 00 FILL DEFLECTION HEAD VOID WITH ACOUSTIC INSULATION 09 29 00 ACOUSTICAL INSULATION LOCATE INSULATION ON PLUMBING SIDE OF CHASE PARTITION 09 29 00 ACOUSTICAL SEALANT AT ALL OPENINGS NO OPENINGS ON OPPOSITE SIDES OF PARTITION AT THE SAME STUD CAVITY NOTE: 1. SEE PARTITION TYPE FOR STUD & GYP BD CONFIGURATIONS. 2. AT HEAD CONDITION'Y' OR'Z' EXTEND SOUND INSULATION OVER STUD BACK INTO ROOM MIN 4'-0" EA. SIDE OF PARTITION 3. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS. 2 ACOUSTIC ISOLATION AT PARTITION 3.. = V-0" NOTE: 1. GIVE PRIORITY TO HIGHER STC-RATED WALLS AT SOUND -RATED WALL INTERSECTIONS. 2. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS. 09 29 00 GYP BD ON STEEL FRAMING TER OF PARTITION I T V n AL rUm ov i n awca yr rARTITION MAXIMUM 1/4" GAP CLEARANCE 3 ACOUSTIC SEPARATION AT WALLS 3" =1'-0" GYPSUM BOARD TO BE HELD BACK MIN OF 1/2" MAX 1" FROM ALL SURFACES OF DUCT 09 29 00 CONTINUOUS BEAD OF NON -HARDENING, RESILIENT ACOUSTICAL SEALANT ON ALL FOUR SIDES OF DUCT 2" WIDE BY 1-1/4" THICK CLOSED CELL NEOPRENE RUBBER APPLIED TO EACH SURFACE OF DUCT WITH APPROPRIATE ADHESIVE TO ACT AS BACKING FOR ACOUSTICAL CAULK NOTE: 1. SEE PARTITION TYPE FOR STUD & GYP BD CONFIGURATIONS. 2. AT HEAD CONDITION'Y' OR'Z EXTEND SOUND INSULATION OVER STUD BACK INTO ROOM MIN 4'-0" EA. SIDE OF PARTITION 3. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS 4 DUCT PENETRATION AT DRYWALL CONSTRUCTION 3" = 1'-0" 09 29 00 FILL DEFLECTION HEAD VOID WITH ACOUSTIC INSULATION FOR PIPE DIAMETER GREATER THAN 1": 09 29 00 ACOUSTICAL INSULATION LOCATE INSULATION ON PLUMBING SIDE OF CHASE PARTITION 09 29 00 CONTINUOUS BEAD OF NON -HARDENING, RESILIENT ACOUSTICAL SEALANT TO FILL OPENING AROUND PIPE T' WIDE 9K/4" THICK CLOSED CELL NEOPRENE RUBBER AROUND PIPE TO ACT AS BACKING FOR ACOUSTICAL CAULK NOTE: 1. SEE PARTITION TYPE FOR STUD & GYP BD CONFIGURATIONS. 2. AT HEAD CONDITION'Y' OR'Z' EXTEND SOUND INSULATION OVER STUD BACK INTO ROOM MIN 4'-0" EA. SIDE OF PARTITION 3. GC TO CONFIRM LOCATIONS OF ACOUSTIC PARTITIONS WITH OWNER; SEE SPECIFICATIONS. FOR PIPE DIAMETER LESS THAN 1": GYPSUM BOARD TO BE HELD BACK MIN. 1/4", MAX 3/8" FROM SURFACE OF PIPE OR CONDUIT 09 29 00 CONTINUOUS BEAD OF NON -HARDENING, RESILIENT ACOUSTICAL SEALANT TO FILL OPENING AROUND PIPE OR CONDUIT 5 PIPE/CONDUIT PENETRATION AT ACOUSTIC PARTITION 3" = V-0" 2A�S INTERIOR DOUBLE -SIDED PARTITION TO STRUCTURE STC RATING BOTTOM OF (E) ROOF DECK 09 29 00 CONT ACOUSTICAL SEALANT @ EACH SIDE 09 29 00 FILL DEFLECTION HEAD VOID W/ACOUSTIC INSUL. 09 29 00 SLOTTED DEFLECTION HEAD TRACK, CONTINUOUS (DO NOT FASTEN STUDS OR GYP BD TO TRACK) FASTEN TO CEILING STRUCTURE AT 2'-0" O.C. 09 29 00 2x6 BLOCKING @ 16" O.C., WHERE NECESSARY 09 29 00 ACOUSTIC BATT INSULATION AT SOUND PARTITION 09 29 00 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 CONT ACOUSTIC SEALANT AT PERIMETER TYP BOTH SIDES OF SOUND PARTITION 2 B F C (ORS/CAS OCCURS) INTERIOR DOUBLE -SIDED PARTITION fa CEILING (SGL OR DBL SIDED) STC RATING BOTTOM OF (E) ROOF DECK i 09 29 00 CONT ACOUSTICAL SEALANT @ EACH SIDE — 09 29 00 FILL DEFLECTION HEAD VOID W/ACOUSTIC INSUL. 09 29 00 SLOTTED DEFLECTION HEAD TRACK, CONTINUOUS (DO NOT FASTEN STUDS OR GYP BD TO TRACK) FASTEN TO CEILING STRUCTURE AT 2'-0" O.C. 09 29 00 2x6 BLOCKING @ 16" O.C., WHERE NECESSARY CEILING AS SCHEDULED PRIVATE SIDE 09 29 00 ---- ACOUSTIC BATT INSULATION AT SOUND PARTITION 09 29 00 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 CONT ACOUSTIC SEALANT AT PERIMETER TYP BOTH SIDES OF SOUND PARTITION 2 CS INTERIOR GYPBD fa (E) FURRING TO STRUCTURE STC RATING BOTTOM OF (E) ROOF DECK 09 29 00 CONT ACOUSTICAL SEALANT @ EACH SIDE (E) FRAMING @ HEAD (E) WALL / PARTITION 09 29 00 ACOUSTIC BATT INSULATION AT SOUND PARTITION (AS REQ'D OR EXISTING) 09 29 00 50GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 CONTACOUSTIC SEALANTAT PERIMETER OF SOUND PARTITION 2D 1 8 1 N P INTERIOR DOUBLE -SIDED PARTIAL HEIGHT PARTITION STC RATING 09 29 00 ---- i- GWB CAP W! EDGE BEADS ix xis; 09 29 00 `- METAL FRAME BRACING, FASTEN TO STRUCTURE x x i� AS REQUIRED 09 29 00 5/8" GYP BD ON STEEL FRAMING AT 16" & 24" OC SPACING DEPENDING ON WALL HT. REF STRUCTURAL DRAWINGS NOTE: SEE FLOOR PLAN FOR ACOUSTICALLY ENHANCED GYP BD LOCATIONS SEE ROOM FINISH SCHEDULE FOR BASE TYPE 09 29 00 CONT ACOUSTIC SEALANT AT PERIMETER TYP BOTH SIDES OF SOUND PARTITION GENERAL WALL TYPES NOTES 1. TYPE'X' GYP WALL BOARD SPECIFIED THROUGHOUT UNLESS OTHERWISE SPECIFIED. 2. SEE STRUCT FOR LOAD -BEARING AND SHEAR WALL LOCATIONS. 3. CONFORM TO DETAILED REQUIREMENTS OF DESIGNATED TESTING AUTHORITY NUMBERS AT ALL WALL ASSEMBLIES. WALLS DESIGNATED AS "BASED ON" VARY AS NOTED IN PARENTHESIS. 4. WALL TYPES STATED AS "BASED ON" A LISTED GA ASSEMBLY MIGHT VARY IN STUD SIZE. NO EXACT LISTED ASSEMBLY EXISTS. PER GA-600-2012 P.9 ITEM 16, "GREATER STUD SIZES (DEPTHS) SHALL BE PERMITTED TO BE USED IN METAL- OR WOOD -STUD SYSTEMS." THESE WALLS CAN ALSO BE SHOWN TO MEET THE REQUIRED FIRE RESISTIVE RATING BY THE CALCULATION METHOD PER SECTION 703.3.3 AND SECTION 721 IF REQUESTED. 5. WALL TYPES STATED AS "BASED ON" A LISTED GA ASSEMBLY MIGHT VARY DUE TO THE ADDITION OF EXTRA LAYER(S) OF ELEMENTS. NO EXACT LISTED ASSEMBLY EXISTS. PER GA-600-2012 P.9 ITEM 22, "ADDITIONAL LAYERS OF TYPE'X' OR REGULAR GYP BOARD SHALL BE PERMITTED TO BE ADDED TO ANY SYSTEM." FASTENERS SPECIFIED FOR THE ATTACHMENT OF GYP BOARD APPLIED OVER THE ADDITIONAL LAYER(S) OF ELEMENTS SHALL BE INCREASED BY NOT LESS THAN THE THICKNESS OF THE ADDITIONAL LAYER(S). 6. ACOUSTICAL OR THERMAL BATTS ARE ALLOWED TO BE ADDED TO SYSTEMS NOT TESTED WITH MATERIAL PER GA EXPLANATORY NOTE GA-600-12 EXP NOTE 11 7. SEE SPECIFICATIONS FOR APPLICATION OF FINISH REQUIREMENTS. 8. SEE SHEET G1.00 FOR ENERGY CODE COMPLIANCE SUMMARY, 9. GA FILE NUMBER REFERENCES ARE BASED ON GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-15121ST EDITION). WALL TYPES LEGEND NOTES: 1. SEE ENERGY COMPLIANCE SCHEDULE FOR MIN THERMAL INSULATION R-VALUES & ALL CAVITIES TO BE FILLED FULL WITH NO VOIDS 2. MIN THICKNESS OF SOUND ATTENUATION INSULATION AS NOTED PER SOUND TEST OR FILL CAVITY FULL WALL ASSEMBLY TYPE--- NUMBER - EXTERIOR WALL LETTER=INTERIOR WALL CONSTRUCTION TYPE PER SBC 2015 CHAPTER 6 1 = TYPE I -A (lA) 5 = TYPE V-A (5A) STUD SIZE / CORE THICKNESS—) WOOD 2 = 2x2 4 = 2x4 6 = 2x6 8 = 2x8 0 = OTHER, SEE WALL TYPE 09 22 16 BLOCK FROM PIECE OF METAL STUD 092216 ----- METAL STUD BLOCKING SIZE AND GAUGE TO MATCH STUDS PLACE AT END OF WALL AND AT 2'-0" OC VERTICAL MAX WHERE SHEATHING OCCURS, STRAP MAY BE OMITTED 09 2216 #8 SCREWS EA STUD FLANGE N = NOT RATED / NOT BEARING X =XHOUR S = SMOKE INSULATION TYPE A = SOUND ATTENUATION (SEE XXXXXI T =THERMAL N = NONE T WALL HEAD CONDITION ,�E =EXTERIOR 1 S X = SHAFT/EXTENED THRU CONCEALED SPACE S = UNDERSIDE OF STRUCTURE C = TO CEILING (fa BOTH SIDES AS OCCURSI P = PARTIAL S/C = UNDERSIDE OF STRUCTURE to PUBLIC SIDE, TO CEILING Ca PRIVATE SIDE AS OCCURS STEEL - CMU 2 = 1 5/8" CMU NOMINAL WIDTH IN INCHES 2.5 =21/2" 3 = 3 5/8" for 3 1/2" SEE STRUCT.) 4 = 4" 6 = 6" 8 = 8" 0 = OTHER, SEE WALL TYPE PLAN VIEW '1 CONCRETE: CONCRETE THICKNESS IN INCHES 09 2216 ALT CONN CLIP ANGLE W/ SCREWS EA END 09 22 16 METAL WALL STUD 09 29 00 (4) #8 SCREWS SHEATHING TO BLOCK 09 29 00 (4) #8 SCREWS AT BLOCKING 09 29 00 SHEATHING WHERE OCCURS tva architects Inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 10947 REGISTERED CHITECT BERTLEWIS THOMPSON STATE OF WASHINGTON L 09 29 00 SPLICE STRAP ONLY AT METAL STUD BLOCKING 09 29 00 20 GA. X 1" CONTINUOUS FLAT STRAP AT 2'-0" VERT TYP OMIT METAL STRAPPING IF CONTINUOUS BLOCKING PROVIDED FOR ENTIRE LENGTH OF WALL. p Revisions: TYPICAL STUD WALL BRACING i RECEIVEn CITY OF TUJ:%VILA JUL 2 9 2019 PERMIT CENTER 00 00 00 01 >Q I J Ile I— CL 01 LIJ f— z LtJ U _ ZD O U) O LC� N C� REVIEWED FOR CODE COMPLIANCE APPROVED AUG 29 2019 City of Tukwila BUILDING DIVISION PERMIT SET VERTICAL ASSEMBLY TYPES Project # 19037 1.50 Date: 2019-07-19 PARKING DRIVEWAY GENERAL NOTES 1. SITE PLAN INFORMATION SHOWN ON THIS DRAWING IS FOR GENERAL LAYOUT AND COORDINATION PURPOSES ONLY. ALL IS EXISTING TO REMAIN. 2. SITE INFORMATION IS BASED ON PLAN, RECEIVED FROM OWNER. 3. GENERAL CONTRACTOR TO PROTECT FROM CONSTRUCTION ALL EXISTING ITEMS NOTED TO REMAIN. LEGEND — — — — — SITE RIGHT OF WAY — — — SITE PROPERTY BOUNDARY EXISTING BUILDING / NOT IN SCOPE AREA OF SCOPE 00000000000 SITE EGRESS ACCESSIBLE ROUTE * P PUBLIC ENTRY ON ACCESSIBLE ROUTE TRAFFIC DIRECTION FLOW INDICATOR PARKING PROVIDED ALL PARKING IS EXISTING TO REMAIN tva architects inc. 920 sw sixth avenue I suite 1500 porttand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com eLEWIS ED CT SON TON 00 00 00 o� Q Q J r2 ry w z Uj rJ 0 0 LO N 0 Revisions: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 tots City of Tukwila BUILDING DIVISION 600S125-33 STUDS fd 16" OC, CONT 80OT125-33 TOP & BOTTOM TRACKS REF. 1/51.01 1ST FLOOR PLAN 3/8" = 1'-0" z E DEMO NOTES 1. FIELD VERIFY EXISTING CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO DEMOLITION OR CONSTRUCTION. 2. FOR ALL FINISH SURFACES TO REMAIN, PROVIDE SMOOTH CLEAN SURFACES CLEAR OF ANOMALIES. PROTECT, PATCH AND REPAIR AS NEEDED TO RECEIVE NEW FINISHES. 3. ALL REMOVED MEP EQUIPMENT SHALL BE SALVAGED FOR POSSIBLE REUSE. 4. REMOVE EXISTING FLOOR FINISHES TO EXISTING CONCRETE SUBSTRATE IN ALL AREAS OF WORK, LIND. 5, REMOVE EXISTING CEILING FINISHES AND FRAMING COMPLETE. 6. UNLESS NOTED OTHERWISE, COORDINATE REMOVAL OF EXISTING MEP EQUIPMENT, SPRINKLERS, FIRE AND LIFE SAFETY EQUIPMENT, ETC. WITH APPROVED DESIGN/BUILD DOCUMENTS. 7. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF RECESSED FLOOR POWER AND DATA LOCATIONS. COORDINATE WITH OWNER'S REPRESENTATIVE PRIOR TO SAWCUTTING FLOORS. NOT IN SCOPE TYPICAL ASSEMBLY TYPES LEGEND �. NOT IN SCOPE OF WORK UNLESS NOTED OTHERWISE / SEE SHEET G1.50 2B 3 N s 1--4)KEYNOTE TYPICAL NON -LOAD NEW FULL -HEIGHT WALL BEARING WALL (E) WALL — — SHELF OFCI CEILING CHANGE OVERHEAD - - - - - - - - - - ACCESSIBLE FLOOR CLEARANCE FLOOR PLAN KEYNOTES �1 COAT HOOKS, OF01 (J2 EXISTING ELECTRICAL PANELS TO REMAIN. O3 PLYWOOD PANEL FOR NETWORK COMPONENTS. O LOCKERS, OFOI O CENTERLINE OF PLUS SIGN @ 51 34' AFF VIE ® 1X6 CHAIR RAIL BOTTOM @ 29" AFF 7� HOT/COLD WATER PLUMBED TO TEA CART. �S CORE/TRENCH FOR RECESSED FLOOR POWER / DATA; VERIFY LOCATION W/ OWNER �9 (E) ENTRY DOOR SWING & HARDWARE Tl RENAUB 10 MAIN LIGHT SWITCH AND SPEAKER CONTROL. 11 HONORIFIC SINK, W/ AERATOR HARDWIRED ELEC PER OWNER 12 FULLY RECESSED FEC CABINET @)B.O. "UP NEXT' MONITOR @ 58" AFF; ELECTRICAL IS INTENTIONALLY CENTERED; BRACKETS MOUNT ON EITHER SIDE 14 PARTIAL HEIGHT WALLS, SEE STRUCTURAL z Z GENERAL NOTES UNLESS NOTED OTHERWISE: 1. INTERIOR WALL DIMENSIONS ARE TO FACE OF FINISH OR FACE OF MULLION 2. FLOOR FINISH TRANSITIONS TO OCCUR AT CENTERLINE OF DOOR 3. SEE SHEET G1.50 FOR INTERIOR WALL TYPES 4. SEE ROOM FINISH SCHEDULE FOR ADDITIONAL REQUIREMENTS 5. FIELD VERIFY ALL EXISTING CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPANCIES 6, PROVIDE BACKING BEHIND ALL WALL -MOUNTED ITEMS 7. MAINTAIN CONTINUITY OF ALL DATA/ POWER, AN, FIRE SUPPRESSION, FIRE ALARM AND SIMILAR SYSTEMS; COORDINATE WITH OWNER B. STANDARD MINIMUM DIMENSION FROM ANY CORNER OR WALL TO DOORJAMB OPENING SHALL BE 4" 9. FINISH LAYER OF GYP BD AT ALL UNIVERSAL CARE ROOMS TO BE ACOUSTICALLY ENHANCED GYP BD. SEE WALL TYPES AND DETAILS ON SHEET G1.50 10. CHAIR RAIL TO BE PROVIDED AT WALL BEHIND ALL CHAIR LOCATIONS, VX6" WOOD W/ RECESSED FASTENERS, PAINTED TO MATCH ADJACENT WALL; VERIFY HEIGHT W/ OWNER 11. WOOD TOE WEDGE TO BE PROVIDED BEHIND BOTTOM ANGLE OF RUBBER BASE AT ALL CHAIR LOCATIONS, VERIFY W/ OWNER 12. (E) CONCRETE SLAB TO BE PREPARED FOR SMOOTH, EVEN SURFACE TO RECEIVE FLOOR FINISHES; PATCH (FILL), REPAIR (GRIND), & PREP ACCORDINGLY. JOINT SEALER TO BE ADDED IF NECESSARY AT (E) JOINTS 13. ALL WALLS SURROUNDING A UNIVERSAL CARE ROOM TO HAVE R-11 SOUND INSULATION 14, (N) EXTERIOR GLAZING, INCLUDING DOOR, SHALL COMPLY W/ 2015 SEATTLE ENERGY CODE 15. SITE INFORMATION SHOWN FOR REFERENE ONLY. SEE SITE PLANS 16. SEE G1.00a SHEETS FOR CODE COMPLIANCE INFORMATION AND STANDARD MOUNTING HEIGHTS AND ACCESSIBILITY REQUIREMENTS UNO. 17. SEE A7.50 SERIES FOR BATHROOM ELEVATIONS. 18. SEE A8.30 SERIES FOR CEILING DETAILS. 'Ap d% %ALL FURNITURE IS SHOWN DASHED FOR REFERENCE bNLY AND IS OFOL 02 0.4 tva architects Inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www. tva a rch itects. com 1094*GISTE R TECTROBEMPSON STATE OF WASHINGTON 00 00 O� Q Q J n 1711 I— Z LLI 0 H O O In O Lo C4 L� AUG 29 2019 City of Tukwila 11 BUILDING DIVISION RECEIVEQ CITY OF TUKWILA JUL 29 2019 PERMIT CENTER PERMIT SET OVERALL 1ST FLOOR PLAN Project # 19037 � ' Date: 2019-07-19 NOT IN SCOPE EQ 1. EQ NOT IN SCOPE km 1ST FLOOR RCP z z F3/8- = 1'-0 Z) nECEIVEn CITY OF TUKWILA JUL 29 2019 PERMIT CENTER GENERAL NOTES RCP LEGEND 1. CEILING FIXTURES ARE SHOWN FOR REFERENCE ONLY FOR AND COORDINATION WITH CEILING FINISH SYSTEM. SEE 2X2 ACOUSTICAL SUSPENDED CEILING. MECHANICAL, ELECTRICAL & SPRINKLER BIDDER -DESIGNED SEE A8.30 SERIES DRAWINGS FOR DRAWINGS. CEILING DETAILS 2. SPOT ELEVATIONS ARE FROM TOP OF SLAB TO SURFACE 177771 NON -RATED GYP. BD. SOFFIT OR NON -RATED FINISH OF CEILING & ARE ROUNDED TO THE NEAREST INCH ONE LAYER GYP. BD. SUSPENDED CEILING [TYP). SYSTEM. SEE A8.00 SERIES DRAWINGS FOR 3. CEILING FIXTURES TO BE CENTERED OR EQUALLY SPACED & CEILING DETAILS ALIGNED IN ROOM/SPACE UNO. 4. CEILING HEIGHT TO BE AT UNDERSIDE OF ROOF STRUCTURE 0 RECESSED LIGHT FIXTURE- MAINTAIN 1 UNLESS OTHERWISE NOTED. HOUR RATING AT FLOOR/ ROOF -CEILING 5. PROVIDE RATED LIGHT FIXTURES AT ALL FIRE RESISTIVE PENETRATION WHERE OCCURS ASSEMBLY PENETRATIONS. PROVIDE NON -RATED LIGHT FIXTURES ALL OTHER LOCATIONS, 0 PENDANT LIGHT FIXTURE 6. SEE BIDDER -DESIGNED MECHANICAL, ELECTRICAL, AND 9'-0" AFF, UNO TECHNOLOGY DRAWINGS FOR ALL OTHER EQUIPMENT. 7- PAINT MECHANICAL DIFFUSERS IN GYPSUM BOARD 0 SUSPENDED FOH LIGHT FIXTURE CEILINGS TO MATCH ADJACENT CEILING. T-O" AFF, UNO B. SEE STRUCTURAL SHEETS FOR FRAMING INFORMATION & REQUIREMENTS WALL MOUNTED LIGHT FIXTURE tva architects Inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 10947 REGISTERED ARCHITECT WIS REGISTERED So RO LEEWISTHOMPSON T 0 STATE T 0 W S To TATE OF WASHINGTON 00 00 00 01 Ile z Lli C.) r 0 U) C:) L0 C14 E'- � Revisions: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 2019 City of Tukwila BUILDING DIVISION OVERALL 1ST FLOOR RCP Project # 19037 Date: 2019-07-19 DOOR SCHEDULE - <LEVEL 1> PANEL DOOR INFORMATION PROPERTI Door FRAME PROPERTIES HARDWARE ES Properties PANEL PROPERTIES GLAZING TYPE GROUP FIRE RATING KEYNOTES MARK ROOM NAME WIDTH Width HEIGHT THICKNESS TYPE MATERIAL FINISH _ TYPE MATERIAL FINISH 1 ST FLOOR 100 WELCOME 3'- 0" 6' - 0" 11' - 10" 0' - 2" (EXIST) (EXIST) (EXIST) (EXISTI (EXIST) (EXIST) (EXIST) 41EXIST) 104 UNIVERSAL CARE ROOM 3'- 0" 3'- 0" 7' - 0" 0'-2" FS1 WOOD CLEAR SEALED HMS1 HM PAINT 1 OOMIN/S 105 UNIVERSAL CARE ROOM T - 0" T - 0" T - 0" 0' - 2" FS1 WOOD CLEAR SEALED HMS1 HM PAINT 1 00MIN/S 106 UNIVERSAL CARE ROOM 3'- 0" 3' - 0" 7' - 0" W- 2- FS1 WOOD CLEAR SEALED HMS1 HM PAINT 1 OOMINIS 107 UNIVERSAL CARE ROOMY - W 3' -0 T - 0" 0' - 2" FS1 WOOD CLEAR SEALED HMS1 HM PAINT 1 OOMIN/S - 109 RESTROOM 1 3' - 0" 3' - 0" T - 0" 0' - 2" FS1 -- WOOD CLEAR SEALED HMS1 HM PAINT -------------- 3 OOMIN/S - PRIVACY SET W/INDICATOR & COAT HOOK rd BACK OF DOOR 110 RESTROOM 2 3'- 0" 3'- 0" 7' - W 0'- 2" FS1 WOOD CLEAR SEALED HMSI HM PAINT 3 OOMIN/S PRIVACY SET W/INDICATOR & COAT HOOK Cd BACK OF DOOR 111 ELECTRICAL ROOM 3' - 0" 3'- 0" T - 0" 0' - 2" JFS1 WOOD CLEAR SEALED HMS1 HM PAINT 2 OOMIN/S 112 1HALLWAY 3' - 0" T - b" 0' - 2" (EXISTI (EXISTI PAINT (EXISTI (EXISTI PAINT (EXIST) Ii1• +'1 +• 1. PASSAGE HINGE TA2714 4.5X4.5 TB (BALL BEARING) US260 MCKINNEY UCR LEVER ALIOSJUP 626 SATIN CHROMIUM SCHLAGE WALLSTOP WS406/407CVX 630 IVES GASKETS S88D20 WHITE PEMKO AUTO DOOR BOTTOM 412CPKL BLACK PEMKO 2. KEYPAD LOCK HINGE TA27144.5X4.5 TB (BALL BEARING] US26D MCKINNEY KEYPAD DL2700 US260 ALARM LOCK SYSTEMS WALLSTOP W5406/407 CVX 630 IVES GASKETS S88D20 WHITE PEMKO 3. PASSAGE W/ DEADBOLT HINGE TA2714 4.5X4.5 TB (BALL BEARING) US26D MCKINNEY UCR LEVER AL10S JUP 626 SATIN CHROMIUM SCHLAGE DEADBOLT B571 (W/ OCCUPANCY INDICATOR] 626 SCHLAGE WALLSTOP WS406/407CVX 630 IVES GASKETS S88D20 WHITE PEMKO AUTO DOOR BOTTOM 412CPKL BLACK PEMKO 4. EXISTING ENTRY KEY OPERATED LOCKING DEVICE EXISTING, FROM EGRESS SIDE SIGN AT DOOR "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED" 1" HIGH LETTERS ON CONTRASTING BACKGROUND, AT EGRESS SIDE w J J to w w 09 29 00 - RETURN V WHERE OU,,umo ww '+ 1 1. ALL DOORS SHALL MEET ALL APPLICABLE FEDERAL AND STATE ACCESSIBILITY REQUIREMENTS, ALL DOORS SHALL HAVE A MINIMUM 32" CLEAR OPENING. ALL DOORS SHALL HAVE A MAXIMUM 1/2" THRESHOLD HEIGHT UNLESS SHOWN OTHERWISE IN APPLICABLE DETAILS WITH COMPLIANT RAMP THRESHOLDS. 2. MAXIMUM THRESHOLD TO BE 1/2" AT BARRIER FREE UNITS AND ALL PUBLIC SPACES. 3. INSTALL DOORS AND WINDOWS PER MINIMUM AAMA 2400-02. DOOR SCHEDULE GENERAL NOTES 1.. ALL DOOR SURFACES, FRAMES AND TRIM TO BE PAINTED (COLOR TBD) UNLESS NOTES AS TRANSPARENT FINISH ITS) OR PRE FINISHED (PF) 2. REFER TO PROJECT MANUAL FOR GLAZING TYPE 3. ALL FIRE DOORS TO BE SELF CLOSING & LATCHING MFR MANUFACTURER SUPPLIED AL ALUMINUM SYSTEM, SEE INT ELEVATIONS STL STEEL HM HOLLOW METAL FRAME KD KNOCKDOWN HOLLOW -METAL FRAME WD ARCHITECTURAL WOODWORK FRAME WDSC WOOD, SOLID CORE WO-HC WOOD, HOLLOW CORE PTD EXTERIOR OR INTERIOR PAINT TS TRANSPARENT STAINED FINISH PF PRE FINISHED STEEL DOOR FRAME DOOR SCHEDULE KEYNOTES 1. SELF CLOSING/SELF LATCHING DOOR AS 2. SELF CLOSING, SELF LATCHING, COORDINATOR SCHEDULED 3. PRIVACY LOCK W/ OCCUPIED INDICATOR 4. PAINT DOOR COLOR OF WALL PER FINISH LEGEND 5. PULL/PUSH LATCH 09 29 00 GYPSUM BOARD DOORJAMB -STEEL FRAME (HEAD SIM 3" = 1'-0" WIDTH AS SCHED. i = w co = U w_ v� I � HMS1 SINGLE HOLLOW METAL FRAME ll mm ' • WIDTH AS SCHED. i x T U U W_ � N N Q FS1 SINGLE FLUSH DOOR STANDARD m RECFIVEn CITY of l'i.K`►V1LA JUL 2 9 2019 PERMIT CENTER tva architects Inc. 920 sw sixth avenue I suite 1500 porttand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 10947 REGISTERED ARCHITECT LEWIS THOMPSON STATE OF WASHINGTo 00 00 r-- 00 01 Q J i- 3. n Of LLi f— z LLJ U Z H O O U) 0 to N ,�s Revisions: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 29 2019 City of Tukwila BUILDING DIVISION PERMIT SET DOOR TYPES & SCHEDULE Project # 19037 Date: 2019-07-19 // f -- _...Li ZOOM BLUE (' _ _ -i--::•- ( •-lam-I I WALL CARE l l PAPER ROOM t OF01 105 —• y � 1' I ZOOM ---OF01 RESTROOM BLUE � RESTROOM • --1•—�-�- I I r l l l l l l WALFLPAPER OFOI---• CARE ROOM I 106 ex UNIVERSAL - I Iy ` - UNIVERSAL � I _ I s il CARE ROOM 104 WALLPAPER OF01 ' ] WALLPAPER I I I - j I - ROOM 111 / / f / / / / / 2 BLUE I l I UNIVERSAL _ 1I UNIVERSAL 1 , _ I ZOOM 1 m CARE ELECTRICAL -- I I II II JU- ROOM--�- 107 f - ooII I WELCOME II �l __ II i to 1 , 112 I [ 101 DIM - HALLWAY (_- i - -- I - PT ....... ........... -- _ t a -, I I I ( I IT NOOK 102 I WORKROOM F I I °T O TEST ( PHARMACY 103 NOT IN SCOPE/vw/ - -- '" 108 - .. ._ I i llttj �',,// /j j/j 1ST FLOOR FINISH PLAN / / i / / 0 0 z w H ROOM FINISH SCHEDULE ROOM IDENTITY COMMENTS BASE # Room N NUMBER NAME LEVEL FLOOR orth Finish # Room East Finish #Room South Finish #Room West Finish # Room Counters Ceiling Finish 101 WELCOME 15T FLOOR LVT-1 RB-1/RB-2 P-1_E P-2_E P-1_E1P-2_E P-1_E WD-1(DESK) P-3_F EXPOSED 102 TEST NOOK 1ST FLOOR LVT-1 RB-1/RB-2 P-1_E P-1_E P-1_E P-1_E P-3_F EXPOSED 103 PHARMACY 1ST FLOOR LVT-1 RB-1 P-1_E P-1_E P-1_E P-1_E PL-1 P-3_F EXPOSED 104 UNIVERSAL CARE ROOM 1ST FLOOR LVT-1 RB-1 P-1_E P-1_E P-1 E PRIMED (OFO1 WALLPAPER) ACT 105 UNIVERSAL CARE ROOM LVT-1 RB-1 P-1_E PRIMED (OFOI WALLPAPER] P-1_E P-1_E ACT 106 UNIVERSAL CARE ROOM LVT-1 RB-1 P-1_E PRIMED [OFOI WALLPAPER] P-1_E P-1_E ACT 107 UNIVERSAL CARE ROOM LVT-1 RB-1 P-1E PRIMED [OF01 WALLPAPER) P-1E P-1E ACT 108 WORKROOM r1CSTFLOOR 1-W—T-1 LVT-1 RB-1 P-1_E P-1_E P-1_E P-1E PL-2 P-3_F EXPOSED 109 RESTROOM 1 LVT-1 RB-1 P-2_SG/PL-3 P-1SG/PL-3 P-1SG/PL-3 P-1SG/PL-3 P-1_F GWB 110RESTROOM 2 RB-1 P-1_SGIPL-3 P-1_SG/PL-3 P-2_SG/PL-3 P-1_SG/PL-3 P-1_F GWB 111 ELECTRICAL ROOM 1ST FLOOR LVT-1 RB-1 P-1_E P-1_E P-l_E P-1_E P-3_F EXPOSED 112 HALLWAY 11ST FLOOR LVT-1 RB-I P-1_E P-1_E P-1_E P-l_E I P-3_F EXPOSED SECTION 06 2023 INTERIOR FINISH CARPENTRY PLASTIC LAMINATE 1-1 ef,aldescrpti ,, MANUFACTURER FORMICA NOTES:, STYLE: COLORCORE2 COLOR: 979 WHITE. GLO55 LOCATION: PHARMACY LAB CONTACT: ¢ontact mtv PLASTIC LAMINATE PL-2 materiaLdescriptiom MANUFACTURER: FORMICA NOTES:,notes, STYLE COLORCORE 2 COLOR: 979 WHITE. MATTEIFLAT LOCATION: TEAM KITCHEN CONTACT: ¢ontact infra WOOD WD-1 material descOpt on, MANUFACTURER: (TBDI NOTES: ,notes, STYLE: BIRCH COLOR: CLEAR FINISH CONTACT. ¢ontact mfm SECTION 09 5113 ACOUSTICAL PANEL CEILINGS CEILING TILE ACT atenai descr pt on, MANUFACTURER CERTAINTEED CEILINGS NOTES: motes COLOR:1662-NBY-1 WHITE NUBBY SIZE: 24'X24 XI.5' REVEAL STANDARD CONTACT;mont.O nfo, STC RATING: 30 OR BETTER RUBBER BASE RB-1 ter al descr pi on, MANUFACTURER: ROPPE NOTES: motes. STYLE PINNACLE, TYPE TS, 4' COLOR 123 CHARCOAL LOCATION, WALLS CONTACT: ,contact inf., PROVIDE WOOD WEDGE BEHIND BASE AT ALL SEATING AREAS RUBBER BASE RB-2 material description, MANUFACTURER: ROPPE NOTES:motes STYLE: PINNACLE, TYPE TS, C COLOR: MATCH 'ZOOM BLUE" WALL PAINT LOCATION: WALLS CONTACT ¢ontact info, PROVIDE WOOD WEDGE BEHIND BASE AT ALL SEATING AREAS SECTION 09 6519 RESILIENT TILE FLOORING LUXURYVINYLTILE LVT-1 .materialdescriptiom MANUFACTURER: TANDUSCENTIVA NOTES:—d— STYLE:VENUE ABSTRACT #UVA COLOR: CUMULUS & MORTAR (50%MIX) GROUPED IN 13I 6-X36' PLANKS IN A 113RD ASHLAR CONTACT; ¢ontact info. PATTERN; EACH GROUP SHALL HAVE BOTH COLORS, RANDOMIZED; CONFIRM LAYOUT VWARCH PRIOR TO INSTALL SECTION 09 9123 INTERIOR PAINTING PAINT P-1_E materiatdescripti— MANUFACTURER: BENJAMIN MOORE NOTES: motes+ STYLE: ULTRA SPEC 500INTERIOR EGGSHELL COLOR: BM 2121-70 CHANTILY LACE LOCATION: WALLS CONTACT: ,contact info, PAINT P-1 SG material description, MANUFACTURER: BENJAMIN MOORE NOTES:motes, STYLE:ULTRA SPEC 500 INTERIOR SEMIGLOSS COLOR: aM 2121-70 CHANTILY LACE LOCATION: RESTROOMS (WALLS, CEILING). HM DOOR CONTACT: montact info, FRAMES, WOOD DOORS PAINT P-1_F mat,H,L description, MANUFACTURER: BENJAMIN MOORE NOTES: motes, STYLE: ULTRA SPEC 50D INTERIOR FLAT COLOR: BM 2121-70 CHANTILY LACE LOCATION: CEILINGS CONTACT. --tad infw PAINT P-2 E material description, MANUFACTURER: BENJAMIN MOORE NOTES;-1— STYLE: ULTRASPEC 500INTERIOR EGGSHELL COLOR: PMS 306U'ZOOM BLUE'ICUSTOM) LOCATION: WALLS CONTACT: contact info, GENERAL NOTES A. SEE ROOM FINISH SCHEDULE AND FINISH SPECIFICATIONS 09 0600 FOR ADDITIONAL INTERIOR FINISH INFORMATION. SEE A7.01 FOR FINISH MATERIALS LEGEND. B. SEE SHEET G1.00a FOR STANDARD MOUNTING HEIGHTS. C. PAINT ALL HVAC GRILLES, ETC. SEMI -GLOSS TO MATCH ADJACENT SURFACES. D. PROVIDE SOLID FRT BLOCKING AT ALL GRAB BARS, TV'S AND WHERE INDICATED ON INTERIOR ELEVATIONS. EV IONS. SEE INTERIOR DETAILS SHEET SERIES (A8.70) FOR TYPICAL TOILET ACCESSIBLE BLOCKING. E. PROVIDE SCRIBE WHERE CASEWORK ENDS AT WALL. FILLER STRIP TO MATCH CASEWORK. F. PROVIDE FINISHED PANELS) ON ALL OPEN CASEWORK BACK AND ENDS. G. PROVIDE FLOOR BASE, AS SCHEDULED. H. REFER TO 3/A8.10 FOR TYPICAL FLOOR TRANSITIONS. 1. REFER TO DOOR AND WINDOW SCHEDULE FOR TRIM TYPES AND LOCATIONS. J. SEE ROOM FINISH SCHEDULE FOR PAINT LOCATIONS. PAINT SHOWN ON FINISH PLANS IS FOR CLARIFICATION ONLY. K. LIGHT FIXTURES ARE SHOWN FOR REFERENCE ONLY, SEE ELECTRICAL DRAWINGS AND RCP'S FOR ADDITIONAL INFORMATION. L. SEE FLOOR PLANS AND PROJECT MANUAL FOR MORE INFORMATION ON CORNER GUARD TYPES AND HEIGHTS. FINISH MATERIAL LEGEND ACP ACOUSTICAL CEILING PANELS LVT LUXURYVINYL TILE P PAINT PL PLASTIC LAMINATE RB RESILIENT BASE SC SEALED CONCRETE ST STAIN WD WOOD WALL FINISH LEGEND —•------- P-2_E "ZOOM BLUE" PAINT ---------------- OFOI WALLPAPER GC TO PRIME) I -••••-•-•----------- OFOI WINDOW FILM ROOM FINISH SCHEDULE NOTES 09 0000 DIVISION 09 FINISHES SECTION 09 0000 ROOM FINISH SCHEDULE NOTES GENERAL ROOM FINISH NOTES A. EGGSHELL PAINT, UNO. REFER TO SPECIFICATIONS FOR EXTERIOR SHEEN CONDITIONS. B. CEILING PAINT IS FLAT FINISH UNO. EPDXY CEILING PAINT IS EGGSHELL. C. PAINT BOTTOM AND SIDES OF SOFFITS TO MATCH GENERAL CEILING COLOR UNO. D. DOORS, DOOR FRAMES, SNAP ON CASINGS, AND MILLWORK TO BE PAINTED SEMI -GLOSS FINISH. E. FLOORING DIRECTION AND SEAMING LOCATIONS ARE TO BE APPROVED BY ARCHITECT. F. BASE TRANSITIONS TO OCCUR AS NOTED ON FINISH PLANS. TYPICAL INSIDE CORNERS, OUTSIDE CORNERS AND MID - WALL TRANSITION MOCKUPS TO BE PROVIDED FOR APPROVAL. G. SEE FINISH FLOOR PLANS, INTERIOR ELEVATIONS, AND REFLECTED CEILING PLANS FOR MORE INFORMATION. SEE FINISH FLOOR PLANS FOR ACCENT PAINT CLARIFICATION. I-L PROVIDE FINISHED PANELS) ON ALL OPEN CASEWORK BACK AND ENDS. mmmmmmmmmmmmmmmmm tva architects Inc. 920 sw sixth avenue I suite 1500 portland, Oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 10947 REGISTERED ARCHITECT ROBERTLEWISTHOMPSON STATE OF WASHINGTDN ,�N Revisions: OO OD CD C^ Q _J `le 1 d W I"— z W U Z 0 CD Lo N L\ REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 2019 City of Tukwila BUILDING DIVISION REC£IVEn OVERALL 1ST CITY OFTUKIVILA FLOOR FINISH JUL 29 2019 PLAN PERMIT CENTER Project # 19037 Date; 2019-07-19 GENERAL NOTES z E 1X6 WOOD CHAIR RAIL, FLUSH r„J CO0RD ELEV W/ OF01 CHAIRS \ / 777- \ l / /77- \ / \ ! OPEN \ / 7. \ ! 7777 \ / \ //777 \ / 104 \/ X X A o USB9 . 11.If1WM C11W 11A1 cAl If FT AIRATn Rl 'rcn Antn'rco rno'i ncn�- r_r Z INT ELEV - WELCOME WEST 1/4" = 1'-O" 1X6 WOOD CHAIR RAIL, FLUSH FASTENERS, PAINT TO MATCH ADJ, COORD ELEV W/ OFOI CHAIRS I I OPEN 11 II 11 II I II II - --- ----- ------ ----- 11 I HARD -WIRED ELEC & PLUMB; PRODUCTS PER OWNER'S PLAYBOOK MONITOR; PROVIDE RECESSED POWER- PROVIDE HARD PLUMBED WATER LINE & POWER MONITOR; PROVIDE Htu Lt6tU F'UVVLH \ /T---- OPEN I I \ / I \ / II \ / 11 \/ I /\ II / \ II ACCESSIBLE COUNTER CUSTOM LIGHT FIXTURE OEM - EQ EQ lil � I r__J L__..1 G I I I I J AREA; OPEN TO BACK SURFACE MTD DUPLEX 1 INT ELEV -WELCOME SOUTH L—*--- 105 109 110 106 107 111 1 I CJ tV OPEN - 2' 6" ACCESSIBLE COUNTER SPECIMEN PASS THRU SPECIMEN PASS THRU AREA; OPEN TO BACK 3 INT ELEV - WELCOME EAST VERIFY TV LOCATION, DATA & POWER WITH OWNER, BACKER BOARD AS REQ'D PER SIZE \ DATAPER DATA PER \\\ OWNER I LOCKERS--------- -. - - OFOI E UC it REF 1 o OFOI 1 SINKIFAUCET/ETC, OWNER'S PLAYBOOK COAT HOOK OFOI LOCKERS OFOI ACCESSIBLE PRODUCTS PER 9 INT ELEV -TEST NOOK NORTH 8 INT ELEV -TEST NOOK SOUTH 7 INT ELEV -WORKROOM NORTH 6 INT ELEV -WORKROOM WEST 1/4" = V-0" 1/4" = 1'-0" 1/4" = V-0" 1/4" = V-O" ACCESSIBLE SINK/FAUCET/ETC, DATA FOR QUIP, PRODUCTS PER OWNER'S PLAYBOOK COORD W/ OWNER LAMINATE WALL CLADDING PER FINISH SCHED. \ I \ I X X ------ -- - REF / \ 1 \ OFOI 01 1 it nAnl n UAi i IAIAV ❑CVn 16 INT ELEV - PHAR. NORTH 15 INT ELEV - PHAR. SOUTH 14 INT ELEV - PHARMACY EAST 1/4" = 1' 0" 1/4" = V-0.. 1/4.. =1._0.. NOTE: MIRRORED AS OCCURS, PER PLAN BACKER 3' - b" BOARD —I L — — J I INSTRUMENT PANEL WALL Cad SIDE ZO INT ELEV - UCR D 1/4" = 1'-O" LAMINATE WALL CLADDING PER FINISH SCHED. 13 INT ELEV - RR NORTH 1/4" = 1'-0" NOTE: MIRRORED AS OCCURS, PER PLAN BACKER BOARD CENTERED uaa a vo 1 a_ GC TO COORD. OUTLET LOCATION WI MONITOR BRACKET EQ EQ r I MONITOR WALL 6a OPP. DOOR 19 INT ELEV - UCR C 1A" = V-0" 12 INT ELEV - RR WEST 4 INT ELEV - WORKROOM EAST 1 1/4" = 1'-0" LAMINATE WALL CLADDING PER FINISH SCHED. SCONCE LIGHT FIXTURE TISSUE DISPENSER & MIRROR SHELF ------------ - SANITARY DISPENSER 0 SOAP DISPENCER 1 1/4" = 1'-0" NOTE: MIRRORED AS OCCURS, PER PLAN DOOR OPEN AGAINST WALL EQI COAT HOOK A. SEE ROOM FINISH SCHEDULE AND FINISH SPECIFICATIONS 09 0600 FOR ADDITIONAL INTERIOR FINISH INFORMATION. 9 SEE A7.01 FOR FINISH MATERIALS LEGEND. B. SEE SHEET G1.00a FOR STANDARD MOUNTING HEIGHTS. C. PAINT ALL HVAC GRILLES, ETC. SEMI -GLOSS TO MATCH ADJACENT SURFACES. D. PROVIDE SOLID FRT BLOCKING AT ALL GRAB BARS, TV'S AND WHERE INDICATED ON INTERIOR ELEVATIONS. SEE INTERIOR DETAILS SHEET SERIES (A8.70) FOR TYPICAL TOILET ACCESSIBLE BLOCKING. E. PROVIDE SCRIBE WHERE CASEWORK ENDS AT WALL. FILLER STRIP TO MATCH CASEWORK. F. PROVIDE FINISHED PANEL(S) ON ALL OPEN CASEWORK BACK AND ENDS. tV8 BrChItECtS Inc. G. PROVIDE FLOOR BASE, AS SCHEDULED. H. REFER TO 3/A8.10 FOR TYPICAL FLOOR TRANSITIONS. 920 sw sixth avenue I suite 1500 I. REFER TO DOOR AND WINDOW SCHEDULE FOR TRIM TYPES portiand, oregon 97204 AND LOCATIONS. phone: 503 220 0668 J. SEE ROOM FINISH SCHEDULE FOR PAINT LOCATIONS. PAINT www.tvaarchitects.com SHOWN ON FINISH PLANS IS FOR CLARIFICATION ONLY. K. LIGHT FIXTURES ARE SHOWN FOR REFERENCE ONLY, SEE ELECTRICAL DRAWINGS AND RCP'S FOR ADDITIONAL INFORMATION. L. SEE FLOOR PLANS AND PROJECT MANUAL FOR MORE INFORMATION ON CORNER GUARD TYPES AND HEIGHTS. 10947 ACP ACOUSTICAL CEILING PANELS LVT LUXURYVINYLTILE P PAINT PL PLASTIC LAMINATE IRS RESILIENT BASE Sc SEALED CONCRETE ST STAIN WD WOOD LAMINATE WALL CLADDING PER FINISH SCHED. 11 INT ELEV - RR SOUTH 10 INT ELEV - RR EAST 1X6 WOOD CHAIR RAIL, FLUSH FASTENERS, PAINT TO MATCH ADJ, COORD ELEV W/ OFOI CHAIRS EQ WOOD WEDGE BEHIND B.O. BASE AT ALL SEATING I LOCATIONS, TYP I SEATING WALL (W DOOR SIDE 18 INT ELEV - UCR BB 1/4" = V-0" NOTE: MIRRORED AS OCCURS, PER PLAN SWITCH 9" FROM JAMB o tiEG!•:IVED CITY CP 1l11:41fILA JUL 29 2019 PERMIT CENTER REGISTERED ARCHITECT 0 T LEWIS THOMPSON STATE OF WASHINGTON >Q Q W z W U 2 f— O 0 lf) N 0 Revisions: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 2019 City of Tukwila BUILDING DIVISION I INTERIOR ELEVATIONS Project # 14037 ��IjGalYdGi 6" WIDE, 20-GA. MTL STRAP, TYP ATTACH WALL ANGLE W/1-1/4" OVAL HEAD SCREWS AT 24"O.C. MAX. AT STUD WALLS T/ FASTEN RUNNERS TO WALL CROSS ANGLE W/POP RIVETS RUNNER ALONG TWO ADJACENT DGL-424 WALLS, AT OTHER WALLS 2'-0' O.C1 F LEAVE 3/4" FREE SPACE AND DO NOT FASTEN RUNNERS 6'-0" MAX 5 GYP CEILING BRACING 1 3/8" = V-0" 3/4" 8ACT CEI 1 3/8" =I '-0" EA WAY SUPPORTED @ 8" MAX FROM EA. WALL OR CEILING DISCONTINUITY 144-117TAT61 W 092900 SPLAYED SEISMIC BRACING WIRE W1 (3) WRAPS MIN. BRACING TO STRUCTURE ABOVE TYR 092900 GYP BID OVER METAL SOFFIT FRAMING 095113 ACOUSTIC CEILING PANEL HEIGHTAFFA-'� SEE RCP \�V REFER TO RCP DRAWING FOR VARIOUS HEIGHT CONDITIONS 10 ACT TO GWBTRANSITION EA 12 GA. GALV. STEEL WIRE, FASTEN TO RUNNERS W/MIN. 3 RUNNERS TIGHT TURNS WITHIN 1-1/2" TYP. COUNTER SLOPE HANGERS IF MORE THAN ONE IN SIX OUT OF PLUMB U VERT. STRUT, SEE TABLE FOR STRUT SIZE, ENCAPSULATE VERT. #12 HANGER WIRE AT 12'-0" O.C. (4) 12 GA. GALV. STEEL SPLAY BRACE WIRES FASTENED TO RUNNERS W/MIN. 4 TIGHT TURNS WITHIN I-112', TYPICAL DGL-26 MAIN RUNNER AT 4'-0"O.C. :L JUrrVrk I VVIMMO AAIN'T' RUNNERS, ERS W/MIN. 3 URNS WITHIN ER SLOPE =- THAN ONE IN SIX =-E TABLE FOR ,PSULATE VERT. #12 12'-U'O.C. rEEL SPLAY 'TENED TO 4 TIGHT TURNS ICAL UNNERAT 5032) GENERALNOTES 1. RUNNER SIZES ARE BASED ON USG INTERIORS MEMBER SIZES ALONG WITH ICSO REPORT ER-1 944, 2. IF ATTACHING TO CONCRETE OR SLAB ON METAL DECK, REF. 6/A8.30, IF ATTACHED TO TRUSSED ROOF, WRAP TOP CHORD AT A PANEL POINT & WRAP WIRE 5 TURNS. IF ATTACHED TO TIMBER FRAME, USE EYE LAG SCREW REF. 6/S1.01 GENERAL NOTES: 1. RUNNER SIZES ARE BASED ON USG INTERIORS MEMBER SIZES ALONG WITH ICBO REPORT ER-1944. 2. SEE SPECIFICATIONS FOR TYPICAL WIRE ATTACHMENT AT CEILING FRAMING 3, T-BAR GRID SYSTEM IS TO BE HEAVY DUTY (PER ASCE 7, SEC. 13.5.6.2.2) MAXIMUM RECOMMENDED T SIZES _1_11)_3 5/8- METAL STUD (25 GAUGE) UP TO 81-011, 2. (2) BACK TO BACK I 50METAL STUDS, UP TO 101-91 ORIENTED PERP. (FLANGE OF ONE STUD CONNECTED TO WEBOFTHE CONNECTED EVERY 12" ALONG THEIR LENGTH GAUGE) 3. (2) 2 I/Z' METAL STUDS, CONNECTED & UP TO 151-01, ORIENTED PER #2 (25 GAUGE) ORIENTED PER #2 (25 GAUGE) 9 ACT TO WALL TRANSITION V-U'MAX. @ MAX. RATED CEILING EXPOSED CRC MEMBER @ 24 ATTACHED WALL --7 o Lu N 0 < 12 GA. VERT. WIRE - HANGER @ 4'-0" O.C. MAX. EACH WAY TYP. NOTE S. 1 1/2" HEAVY- — DUTY CARRYING CHANNELTYP. NOTES: 1. GYP. SHEATHING NOT SHOWN FOR CLARITY 2. SEE DETAIL FOR LATERAL BRACING 3. ALL WIRE WRAPS SHALL HAVE (3) WRAPS MIN. 4. COUNTERSLOPE VERTICAL WIRES IF MORE THAN 1:6 OUT OF PLUMB. GYP 131) SUSPENDED CEILING -TYPICAL 1/2" = V-0" WIRE HA 3S GRID D.C. CARRYIN SEISMIC RESTRAINT 12 GA. HANGER WIRE @ 48" O.C. EA. WAY GYP BID FURRING EXPOSED MAIN GRID MEMBER @ 48" O.C. UNATTACHED WALL SLOTTED ANGLE NOTES: SPACER 1. GRID: INTERMEDIATE WITH ALLOWABLE WT. OF FIXTURES = 70# 2. ATTACHED GRID ON TWO ADJACENT WALLS WITH BERC2 CLIP. REMAINING TWO WALLS TO BE UNATTACHED 6 SEISMIC ANCHORING -CEILING SUSPENSION SYSTEM 1 1/4" = V-0" ACOUSTIC BATT INSULATION CONTINUOUS OVER SOUND RATED (E) DECK ABOVE SPACE AS INDICATED 09 29 00 0.157" DIAMETER HILTI XU-LVF GYP BD OVER FRAMING ANCHOR W/ I" EMBED BEYOND PER PLAN DEPTH OF DECKING (SPECIAL INSPECTION REQ'D.) 2"x4"xl 2 GA. BENT PIL HEIGHTAFFAU'\ TYPE 2A SEE RCP SPLAYED SEISMIC BRACING WIRE W/ (3) WRAPS MIN. (E) DECK ABOVE 09 51 13 ACOUSTICAL CEILING PANEL (LARR# 25032) 0.157" DIAMETER HILT] XU-LVF ANCHOR N HO NCR W/ I" EMBED BEYOND DEPTH EPTH OF DECKING (SPECIAL INSPECTION REQ'D.) 2"X4"X12 GA. BENT PL TYPE 2 SPLAYED SEISMIC BRACING WIRE W/ (3) WRAPS MIN. 7 TYP WIRE BRACING CONN. AT DECK 3" = l'-O*' m CARRYING CHANNEL (2) #8 SCREWS TYP.. SECTION A -A 2 GYP BD CEILING EDGE CONNECTION 1 3" = V-0" FASTENED TO UNDERSIDE OF DECK (1) LAYER 50GYP BID ON STEEL FRAMING @ 19, O.C. REF. 121S1.01 HEIGHTAFFA--� \-W 3 GYP BOARD SOFFIT WALL - SEE PLAN EDGE ANGLE - SEE DETAIL, THIS SHEET MEMEMEMMMMMMMEMEMESN= tva architects Inc. 920 sw sixth avenue I suite 1500 portland, oregon 97204 phone: 503 220 0668 www,tvaa rch itects.com 10947 REGISTERED] 1 1/2" HEAVY- ARCHITECT DUTY FURRING CHANNEL TYP. EWIS THOMPSON 0 WIS MPSO STATE TATE OF WASHINGTON OFW S To STUD AND SHEATHING OR SOFFIT FRAMING L2X2X12 GA. CONTINUOUS EDGE ANGLEW/#10 SCREWS INTO EACH STUD. 24!'O.C. MAX. (2) #13 SCREWS nECEIVEn CITY OF TUK%%ftLA JUL 29 2019 PERMIT CENTER OD 00 00 01 n ry LJ F— z Lli r-) 0 L0 C:) U7) C14 I,- � Revisions: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 2019 City of Tukwila BUILDING DIVISION PERMIT SET DETAILS Project # 19037 Date: 2019-07-19 3 5/8" STUD IDT 362T125_33 BOTTOM CL TRACK JAMB STUD (2) 800SI 62-43 STUDS AS BUILT-UP HEADER, CONTINUOUS, TYP. (2) NO.8 SCREWS @ 12" O.C. EA. SIDE, TOP & BOTTOM, TYP. CONNECT HEADER TO JAMB ON EA. END BY TURNING TOP & BOTTOM TRACK FLANGES UP OR DOWN & ATTACHING w/ (2) NO.8 SCREWS TOP & BOTTOM; EXTEND WEB ON EA. SIDE & ATTACH w/ (4) NO.8 SCREWS AS SHOWN, TYP. DBL JAMB STUD, MATCH WALL STUDS 121-011 < SPAN :5 16'-6" 11 HEADER DETAIL 1 1/2'=1'-0" CRIPPLE WALL STUD, MATCH WALL -\ STUDS, AS OCCURS CEILING JOIST BLOCKING AT 4'-0" o.c. EXTEND (2) JOIST 362T1 25-33 BOTTOM BAYS,TYP. TRACK COPE FLANGES, BEND WEB 1" AND FASTEN w/ NO.8 SCREW, TYP. ,A '0 V Y P WE B B E 0 1' Y LA A P MAX.AX N N G D E FA STEN EX TEND S XT T L" E (2 BLOCKING BEND EN W/ (2) NO. 8 SCREWS EA. END, TYP. 362TI25-43 HEADER TRACK, TOP & BOTTOM, CONTINUOUS, TYP. (2) NO.8 SCREWS @ 12- o.c. EA. SIDE, TOP & BOTTOM, TYP. (2) 80OS162-43 STUDS AS (3) NO. 6 SCREWS BUILT-UP HEADER, TYP. INTO BLOCKING CONTINUOUS, TYP. IT-O" < SPAN :5 16'-6' ( HEADER AND CEILING SECTION 2) 1 1/2"=1'-0" T-6" MAX SPAN HEADER SECTION 3"=V-0" CRIPPLE WALL STUD, MATCH WALL STUDS, AS OCCURS 362TI25-33 BOTTOM TRACK NO.8 SCREW, TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. 362TI25-33 HEADER TRACK, TOP & BOTTOM (2) 362S1 37-33 STUDS AS BUILT-UP HEADER, TYP. 362T1 25-33 BOTTOM TRACK (2) 362SI37-33 STUDS AS BUILT-UP HEADER, TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. CONNECT HEADER TO JAMB ON EA. END BY TURNING TOP & BOTTOM TRACK FLANGES UP OR DOWN & ATTACHING w/ (2) NO.8 SCREWS TOP & BOTTOM; EXTEND WEB ON EA. SIDE & ATTACH w/ (2) NO.8 SCREWS AS SHOWN, TYP. JAMB STUD, MATCH WALL STUDS SPANS T-6" �HEAMER DETAIL 1 112"=V-0" CORNER J BEAD TRIM AT ALL VISIBLE CORNERS (T.O. WALL), REF. ARCH. 3 5/8" STUD IDT 362T1 25-33 TOP TRACK; WHERE WALL IS 362TI25-33 BOTTOM NOT CONTINUOUS TO STRUCTURE ABOVE CLJ TRACK OR IS INDICATED TO HAVE A CONTINUOUS JAMB TOP TRACK PER DETAIL 6/S1.01 STUD III 600S1 37-43 STUDS AS BUILT-UP HEADER, TYP. 600T1 25-43 CONTINUOUS LEDGER TRACK NO.8 SCREWS, TYP 6 (3) NO.8 SCREWS @ EA STUD - ----------- N0.8 SCREWS, TYP CEILING JOISTS, REFER TO PLAN GYPSUM SHEATHING, AS OCCURS, REF. ARCH. WALL STUDS, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING. CEILING JOIST TO STUD WALL (2) NO.8 SCREWS @ 12' o.c. EA. SIDE, TOP & BOTTOM, TYP. CONNECT HEADER TO JAMB ON EA. END BY TURNING TOP & BOTTOM TRACK FLANGES UP OR DOWN & ATTACHING w/ (2) NO.8 SCREWS TOP & BOTTOM; EXTEND WEB ON EA. SIDE & ATTACH W/ (4) NO.8 SCREWS AS SHOWN, TYP. DBL JAMB STUD, MATCH WALL STUDS 31-611 < SPANS 12'-0" HEADER DETAIL 1 1/2"=1W CRIPPLE WALL STUD, MATCH WALL STUDS, AS OCCURS CEILING JOIST BLOCKING AT 4'-() o.c. MAX. EXTEND (2) JOIST 362T125-33 BOTTOM BAYS,TYP. TRACK COPE FLANGES, BEND NO.8 SCREW, TYP. WEB V AND FASTEN w/ (2) NO.8 SCREWS EA. 362T12543 HEADER END, TYP. TRACK, TOP & BOTTOM, CONTINUOUS, TYP. (2) NO.8 SCREWS @ 12" o.c. EA. SIDE, TOP & BOTTOM, TYP. (2) 60OS137-43 STUDS AS BUILT-UP HEADER, (3) NO. 6 SCREWS CONTINUOUS, TYP. TYP. INTO BLOCKING 31-6" < SPANS 12'-0" HEADER AND CEILING SECTION 1 1/2"--1'-0" INTERIOR NON -BEARING METAL STUD WALL SCHEDULE MAX. WALL HEIGHT STUD SIZE SPACING 12'-0' 362SI25-33 24" o.c. 16-0" 362S125-33 16" o.c. NOTES: 1. WALL ARE ASSUMED TO BE SHEATHED w/ 1/2"GYPSUM WALL BOARD, BOTH SIDES OVER FULL HEIGHT OF WALL. 2. SHEATHING ASSUMED TO BE FASTENED w/ MIN. NO. 6 SCREWS @ 12" o.c. MAX. 3. WALLS SHALL HAVE 362TI25-33 CONTINUOUS BOTTOM TRACKS FASTENED TO CONCRETE WITH 0.157"0 L.V.F.s w/ 314"CONC. EMBEDMENT, TYP. CEILING JOIST SCHEDULE MAX. CEILING JOIST SPAN JOIST SIZE SPACING REMARKS 12'-4" 600S137-33 16"o.c. 14'-0" 60OS162-33 16" o.c. 16-6" 60OS162-33 16" o.c. SEE NOTE. NOTES: 1. CONTINUOUS BLOCKING REQ'D AT MIDSPAN. REF. 1 01S1.01 FOR BLOCKING INSTALLATION. SCHEDULES NTS NO. 8 SCREW, TYP. 600TI25-33 CONTINUOUS TOP TRACK EXTEND WEB OF 8'-0" ABOVE FINISH CONTINUOUS TOP FLOOR MAX. TRACK OVER TOP F-AF F1 TRACK OF PERPENDICULAR WALL AND FASTEN w/ 0.157'0 L.V.F.s (2) NO. 8 SCREWS, AT 24" o MAX. TYP. HSS 3x3 END POST -/I !Ili PERPENDICULAR STUD WALL 600SI25-33 STUD EA. SIDE OF HSS 3x3 600SI25-33 STUDS @ 16" o.c. TYP. AT CANTILEVERED WALL, UNLESS NOTED OTHERWISE CONTINUOUS :A��TOP �TRACK AT CANTILEVERED WALL `'t) 1 1/2"=V-0" NOTES: 1. WELD ELECTRODES E70XX 2. SPECIAL INSPECTION REQ'D FOR POST -INSTALLED CONCRETE ANCHOR INSTALLATION 3. MIN. CONC. SLAB THICKNESS SHALL BE 4', VERIFY. 1/8'" 5 _fAL H WA � 4- 3/16 V \-BASE PLATE 5/16x6"x0'-7 1/2' (A36) W1 (2) 318" 0 HILTI HAS-E THREADED HSS 3x3x3/16 ASTM A500 ROD A.B.'s; DRILL & EPDXY 2 3/8" GR.B, FY=46 KSI INTO (E) CONC. SLAB w/ HILTI HIT-HY 200 EPDXY HSS 3x3 POST BASE PLATE 3"=I'-O' NOTE: 1. TOP TRACK SHALL BE CONTINUOUS BETWEEN PERPENDICULAR AND END WALLS WHICH PROVIDE LATERAL SUPPORT AT PERPENDICULAR END WALLS, COPE FLANGE & ATTACH WEB TO [0 0 0 BLOCKING IN WALL w/ (3) NO.8 SCREWS, TYP. N0.8 SCREWS @ 12" o.c. 362T1 25-54 CONTINUOUS TOP TRACK WALL STUDS, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND UJ SPACING 0.157-0 L.V.F. @ 16" o.c. MAX. & 4" FROM TRACK ENDS, TYP. (3/4- CONC EMBED) 362TI25-33 CONTINUOUS BOTTOM TRACK NO.8 SCREW, TYP. EXISTING SLAB ON GRADE OR CONCRETE TOPPING OVER 1, METAL DECKING CONTINUOUS TOP TRACK AT INTERIOR PARTIAL HEIGHT WALL 3.1=1,-O" 5 S1.01 TYP. AT FREE ENDS OF WALL 4 1.01 TYP. MAX, PLUS WALL FRAMING NOTES: 1. MAX. WALL HEIGHT = 8'-0" 2. REF. ARCHITECTURAL DRAWINGS FOR STUD WALL THICKNESSES. 1 AT 6" THICK STUD WALL, FRAME WALL WITH 60OS125-33 STUDS @ 16" o.c. PROVIDE CONTINUOUS 600TI25-33 TOP AND BOTTOM TRACKS. FASTEN BOTTOM TRACK TO CONCRETE SLAB W/ 0. 157"0 L.V. Rs @ 16" o.c. w/ 3/4" CONCRETE EMBEDMENT, TYP. 4. AT 8" THICK STUD WALL, FRAME WALL WITH 800SI25-33 STUDS @ 16" o.c. PROVIDE CONTINUOUS 800TI25-33 TOP AND BOTTOM TRACKS. FASTEN BOTTOM TRACK TO CONCRETE SLAB W/0.167"0 L.V.F.s @ 16" o.c. w/3/4!'CONCRETE EMBEDMENT, TYP. CANTILEVERED PLUS WALL PLAN 1 0'-6"MAX. PARTIAL HEIGHT WALL. FULL HEIGHT PARTITION WALL. REF. INTERIOR NON-BEARING REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE METAL STUD WALL SCHEDULE 31S1.01 FOR SIZE AND SPACING 3/S1.01 FOR SIZE AND SPACING OF STUDS. OF STUDS. FULL HEIGHT PARTITION 1.0 13 WALL. REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 31S1.01 FOR SIZE AND SPACING OF STUDS. HEADER AT EDGE OF HEADER AT DOOR HARD LID CEILING 81 8 01 OPENING, TYP. HEADER AT EDGE OF HARD LID CEILING BLOCKING TO MATCH CEILING JOIST SIZE SPACED AT 4'-0" o.c. MAX. TYPICAL AT HEADERS WITH SPAN LENGTH GREATER THAN 4'-0" REF. CEILING JOIST SCHEDULE 3/S1.01 NOTES: 1. REF. ARCHITECTURAL DRAWING FOR PROJECT SPECIFIC PARTITION WALL LAYOUT, DOOR LOCATIONS, HARD LID CEILING EXTENTS, ETC. 2. TYPICAL INTERIOR NON -BEARING METAL STUDS SHALL BE 3 5/8" DEEP UNLESS NOTED OTHERWISE. REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 31S1.01 FOR SIZE AND SPACING OF STUDS. 3. REF. DETAILS ON S1.02 FOR TYPICAL FULL HEIGHT PARTITION WALL CONNECTIONS TO STRUCTURE AT TOP OF WALL. AS REQUIRED BY SPAN LENGTH AS REQUIRED BY SPANLENGTH nECFIVED CITY OF TUKWILA JUL 29 2019 PERMIT CENTER tva architects inc. 920 sw sixth avenue I suite 1500 portiand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com 0o 00 0o m m < UJI I-_ z F- 0 U) CD U') N 6 C:) L Revisions: REVIEWEDFOR CODE COMPLIANCE APPROVED AUG 29 2019 City of Tukwila BUILDING DIVISION PERMIT SET METAL STUD WALL FRAMING DETAILS Project # 14919 S1.01 Date., 2019-07-19 NOTES: 1) CONTRACTOR RESPONSIBLE FOR WATERPROOFING, AS REQUIRED (E) METAL DECK AE REF. PLAN. (3" N-D SHOWN, 1 1/2" B-DE SIMILAR) INTERIOR METAL S WALL, REF. INTERII NON -BEARING MET STUD WALL SCHEE 3/S1.01 FOR SIZE A SPACING. PARALLEL TO DECK (2) #10 METAL SCREWS WITHIN 3" OF EA. STUD (4) #10 METAL SCREWS @ EA. PLATE 16GAx6x1'4' PLATE AT EA. STUD, SPANNING BETWEEN METAL DECK LOW FLUTES, TYR. (MAY USE 9" LENGTH AT N-DECK) #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. METAL STUD WALL BELOW METAL ROOF DECK NOTES: 1) MINIMUM (E) CONCRETE STRENGTH: fc = 3,000psi (E) CONCRETE SLAB METAL DECK (SOMD; ABOVE, REF. PLAN. (W3 DECK SHOWN) LL Q �a INTERIOR METAL STi WALL, REF. INTERIO' NON -BEARING META STUD WALL SCHEDL 3/S1.01 FOR SIZE AND SPACING. PARALLEL TO SLAB METAL STUD WALL BELOW SOMD 11 ,"=,.-" NOTES: 1) MINIMUM (E) CONCRETE STRENGTH: fc = 3,000psi (L) UUNUKG I C ALP METAL DECK (SOM ABOVE, REF. PLAN (W3 DECK SHOWN) 1,: 5 INTERIOR METAL S WALL, REF. INTERN NON -BEARING ME1 STUD WALL SCHEE 3/S1.01 FOR SIZE AND SPACING. PERPENDICULAR TO SLAB METAL STUD WALL BELOW SOMD (2) #10 METAL SCREWS WITHIN 3" OF EA. STUD (USE LVF IF OVER LOW FLUTE) (4) 0.157"0 HILTI LVF's w/ MAX. 3/4" EMBEDMENT DEPTH @ EA. PLATE 16GAx6x1'-0" PLATE AT EA. STUD, SPANNING BETWEEN SOMD LOW FLUTES, TYR. #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. (2) 0,157"0 HILTI LVF's w/ 3/4" EMBEDMENT DEPTH @ EA. LOW FLUTE, 12" o.c. MAX. #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. NOTES: 1) MAXIMUM STEEL OPEN WEB JOIST (OWJ) SPACING = 8'-0" o.c. 2) MIN. OWJ BOTTOM CHORD: (2) STEEL ANGLES ELEVATED ROOF/FLOOR ABOVE, REF. PLAN (E) NAILER, AS OCCURS (E) STEELOPEN WEB W / JOIST (OWJ), REF. PLAN / (4) 1/4"0 SELF -DRILLING,— 1 n \ SELF -TAPPING METAL SCREWS - (2) IN EACH BOTTOM CHORD ANGLE INTERIOR METAL STUD — WALL, REF. INTERIOR NON -BEARING METAL V STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING. PARALLEL TO OWJ (4) 12-GAGE SPLAY WIRES, TOP & BOTTOM, (2) IN EA. DIRECTION WITHIN 3" OF TRACK. MAY DRILL THROUGH NAILER. WRAP (5)-TIMES AT EA. END, TYR. 362S125-33 STUD, FLATWISE. ATTACH TO TRACK w/ (2) #8 SCREWS @ 3" FROM EACH END AND @ 12" o.c. MAX. METAL STUD WALL TO STEEL OWJ NOTES: 1) MAXIMUM STEEL OPEN WEB JOIST (OWJ) SPACING = 8'-0" o.c. 2) MIN. OWJ BOTTOM CHORD: (2) STEEL ANGLES (E) ELEVATED ROOF/I ABOVE, REF. PLAN (E) STEELOPEN WEB JOIST (OWJ), REF. PLAN INTERIOR METAL STL WALL, REF. INTERIOF NON -BEARING METAL STUD WALL SCHEDUL. 3/S1.01 FOR SIZE AND SPACING. PERPENDICULAR TO OWJ p METAL STUD WALL TO STEEL OWJ NOTES: 1) CONTRACTOR RESPONSIBLE FOR WATERPROOFING, AS REQUIRED tC) IVIC 1 HL UMUN HE REF. PLAN. (3" N-DI SHOWN, 1 1/2" B-DE SIMILAR) Z LUg � n. INTERIOR METAL S' WALL, REF. INTERII NON -BEARING MET STUD WALL SCHED___ 3/S1.01 FOR SIZE AND SPACING. PERPENDICULAR TO DECK (2) NO. 8 SCREWS AT 4'-0" o.c. 1/4" TYR. UPTURNED 362T150-33 TRACK @ 4'-0" o.c. COPE FLANGE AND ATTACHED WEB TO OWJ SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. #8 METAL SCREW. TYR. (E) NAILER, AS OCCURS (4) 1/4"0 SELF -DRILLING, SELF -TAPPING METAL SCREWS - (2) IN EACH BOTTOM CHORD ANGLE #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. (2) #10 METAL SCREWS @ EA. LOW FLUTE, 12" o.c. MAX. (8" o.c. AT N-DECK) #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. METAL STUD WALL BELOW METAL ROOF DECK NOTES: 1) MINIMUM (E) CONCRETE STRENGTH: fc = 2,000psi (C) CLCVH I CU l,U SLAB ABOVE, REF LLz w o: d INTERIOR METAL WALL, REF. INTEF NON -BEARING ME STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING. (2) 0.157"0 HILTI LVF's w/ 3/4" EMBEDMENT DEPTH WITHIN 3" OF EA. STUD #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. METAL STUD WALL BELOW CONCRETE SLAB NOTES: 1) MAXIMUM WOOD OPEN WEB JOIST (OWJ) SPACING = 4'-0" o.c. 2) MIN. OWJ BOTTOM CHORD: 2x DF-L (c) ELEVATED ROOF/FLOOR (3) #10x2" WOOD SCREWS ABOVE, REF. PLAN @ EA. (E) OWJ BOTTOM CHORD (E) WOOD OPEN WEB JOIST (OWJ), REF. PLA INTERIOR METAL STU[ WALL, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING. PERPENDICULAR TO OWJ METAL STUD WALL TO WOOD OWJ NOTES: 1) MAXIMUM WOOD OPEN WEB JOIST (OWJ) SPACING = 4'-0" o.c. 2) MIN. OWJ BOTTOM CHORD: 2x DF-L (2)12-GAGE SPLAY WIRES, TOP & BOTTOM, (1) IN EA. DIRECTION. WRAP (5)-TIMES AT EA. END, TYR. (E) ELEVATED ROOF/FLOOR ABOVE, REF. PLAN (E) WOOD OPEN WEB — JOIST (OWJ), REF. PLAN va" #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. (2) NO.8 SCREWS AT 4'-0" o.c. I -LAG BY DOC's (ESR-3135) OR APPROVED EQUAL d d--- UPTURNED 362T150-33 (3) #10x2" WOOD SCREWS I I TRACK @ 4'-0" o.c. COPE @ EA. (E) OWJ BOTTOM I ( FLANGE AND ATTACHED CHORD, TYR. WEB TO OWJ SLT250-33 CONTINUOUS INTERIOR METAL STUD I ( SLOTTED TRACK, WIDTH TO WALL, REF. INTERIOR MATCH STUDS, TYR. NON -BEARING METAL STUD WALL SCHEDULE #8 METAL SCREW, TYR. 3/S1.01 FOR SIZE AND SPACING. PARALLEL TO OWJ METAL STUD WALL TO WOOD OWJ Z (E) SAWN LUMBER FRAMING (2) NO.8 x 2" SCREWS @ 2'-0" o.c. MAX w n. w 362SLT250-33 SLOTTED p DEFLECTION HEAD TRACK, d CONTINUOUS M WALL STUDS, REF. INTERIOR NON -BEARING METAL STUD WALL SCHEDULE 3/S1.01 FOR SIZE AND SPACING. DEFLECTION HEAD DETAIL PERPENDICULAR TO SAWN LUMBER FRAMING (2) 10d TOE NAILS EA( END, TYR. (E) FLOOR OR ROOF SHEATHING (E) SAWN LUMBER FRAMING 2x D.F. NO.2 BLOCKING TO MATCH JOIST DEPTH @ 2'-0" o.c. DEFLECTION HEAD PARALLEL TO SAWN LUMBER FRAMING L 1112"=1'-D" NOTES: 1) IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT NO PT STRANDS ARE DAMAGED DURING WALL CONSTRUCTION. 2) CONTRACTOR SHALL ENSURE THAT THE MINIMUM TENDON CLEARANCE IS 1" FOR THE ENTIRE FLOOR; OR SHALL GPR (GROUND PENETRATING RADAR), X-RAY, OR OTHERWISE DETERMINE THE LOCATION OF THE TENDONS BEFORE INSTALLING ANY CONCRETE ANCHORS 1197C1:11 tC) r I UMIM REF. PLAN - I. tYKm JUL 29 2019 PERMIT CENT (2) 0.157"0 HILTI LVF's w/ 3/4" EMBEDMENT DEPTH WITHIN 3" OF EA. STUD #8 METAL SCREW, TYR. SLT250-33 CONTINUOUS SLOTTED TRACK, WIDTH TO MATCH STUDS, TYR. DECK tva architects Inc. 920 sw sixth avenue I suite 1500 portiand, oregon 97204 phone: 503 220 0668 www.tvaarchitects.com Q (00 00 �0c) I— i' a W I•-- Z W V 0 0 O LO N r O O V_ r z�, Revisions: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 9 2019 City of Tukwila BUILDING DIVISION I PERMIT SET METAL STUD WALL FRAMING DETAIL Project # 14919 S1.02 Date: 2019-07-19 ■