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Permit D15-0273 - UNIVERSAL BUILDING SYSTEMS - STORAGE RACKS
UNIVERSAL BUILDING SYSTEM 14520 INTERURBAN AVE S EXPIRED 1-0126116 D15-0273 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov Parcel No: 3365901630 DEVELOPMENT PERMIT Permit Number: D15-0273 Address: 14520 INTERURBAN AVE S UNIT #100 Issue Date: 12/30/2015 Permit Expires On: 6/27/2016 Project Name: UNIVERSAL BUILDING SYSTEMS Owner: Name: SANFT LOUIE Address: 6120 52ND AVE S , SEATTLE, WA, 98118 Contact Person: Name: ERIN BROUILLETTE Address: 5209 LAKE WASHINGTON BL NE - STE 200, KIRKLAND, WA, 98033 Contractor: Name: UNIVERSAL BUILDING SYSTEMS Address: 27565 265TH CT SE, RAVENSDALE, WA, 98051-8209 License No: UNIVEBS863PM Lender: Name: LOUIE SANFT Phone: (425) 827-2100 Phone: (425) 736-5258 Expiration Date: 10/14/2016 Address: 6120 52 AVENUE S , SEATTLE, WA, 98118 DESCRIPTION OF WORK: METAL RACK STORAGE FOR THE WAREHOUSE SPACE OF THE UNIVERSAL BUILDING SYSTEMS OFFICE Project Valuation: $5,000.00 Fees Collected: $324.62 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: J / I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this per does not presume to give authority to violate or cancel the provisions of any other state or local laws re I t'ng construction or the performance of work. I am authorized to sign and obtain this development perm' a / ee to the conditions attached to this permit. Signature:_ Print Name: Date: Irn This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 4013:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) Maintain fire extinguisher coverage throughout. Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 6: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 10: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 9: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 11: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 12: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4) 13: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 14: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 8: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 17: ***BUILDING PERMIT CONDITIONS*** 18: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 19: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 20: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 21: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL CITY OF TUKWii A Community Development Department • Public Works Department • Permit Center 6300 SouthcenterBlvd., Suite 100 Tukwila, WA 98188 h!lp://www.TukwilaWA.gov Building Permit No.)) S — 0 Z% 3 Project No. Date Application Accepted: Date Application Expires: or office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" SITE LOCATION King Co Assessor's Tax No.: 336590-1650 Site Address: 14520 Interurban Ave., Building D Suite Number- Suite #lX Floor: 1 Tenant Name: Universal Building Systems New Tenant: ❑ .....Yes J6..No CTt PE1zMrr 0: D 15 -023Z / PROPERTY OWNER Name: Ken Lorenz Address: 800 SW 34th Street City: Renton State: WA Zip: 98057 CONTACT PERSON — person receiving all project communication Name: Erin Brouillette Address: 5209 Lake Washington Blvd. NE, Suite 200 City: Kirkland State: WA Zip: 98033 Phone: (425) 827-2100 Fax: (425) 828-6899 Email: ebrouillette@fhoarch.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Freiheit & Ho Architects Architect Name: David Hills Address: 5209 Lake Washington Blvd. NE, Suite 200 City: Kirkland State: WA Zip: 98033 Phone: (425) 827-2100 Fax: (425) 828-6899 Email: dhills@fhoarch.com ENGINEER OF RECORD Company Name: Shutler Consulting Engineers, Inc. Engineer Name: John Headland Address: 12053 Bel -Red Road, Suite 100 City: Bellevue State: WA Zip: 98005 Phone: (425) 450-4075 Fax: (425) 450-4076 Email: johnh@shutler.com LENDER/BOND ISSUED (required for projects $5,000 or greater p``erhhRCW 19.27.095) Name: Uoui16 i * Address: 02-0 '-7?,Wtb Nl� SO.sftl City: 'r- State: Zip: H:\Applications\Fortes-Applications On Line\2011 ApplicationsTennil Application Revised - 8-9-1 Ldocx Revised: August 2011 bh Pagel of 4 BUILDING PERMIT INFORMATION 06431-3670 Valuation of Project (contractor's bid price): $ 5,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Metal rack storage for the warehouse space of the Universal Building Systems office. Will there be new rack storage? 0..... Yes ❑.. No If yes, a separate permit and plan submittal will be required. (Tm, PE1ZMiT APPL,ICAT10tJ> Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor 9,0355E N2gZs - - VB B Mezzanine 1,624 VB B 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *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: 9 Compact: 2 Handicap: 1 Will there be a change in use? El ....... Yes Z....... No If "yes", explain: ?CI pamir# /H1 FIRE PROTECTION/HAZARDOUS MATERIALS: D15-DS32 0 ....... Sprinklers ® :...... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes Z No If "yes, attach list of materials and storage locations on a separate 8-112" 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. MApplicationsTorms-Applications On Line\2011 ApplicationsTennit Application Revised - 8-9-11.docx Revised: August 2011 Page 2 of 4 bh PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Date: 10/20/2015 Print Name: Erin Brouillettelfor Freiheit & Ho Architects, Inc. Day Telephone: (245) 827-2100 Mailing Address: 5209 Lake Washington Blvd. NE, Suite 200 Kirkland WA 98033 City state zip H:\Applications\Fortes-Applications On Line\2011 ApplicationsTc mit Application Revised - 8-9-1 I.docx Revised: August 2011 Page 4 of 4 bb DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $202.22 D15-0273 Address: 14520 INTERURBAN AVE S UNIT #100 Apn: 3365901630 $202.22 DEVELOPMENT $192.80 PERMIT FEE R000.322.100.00.00 0.00 $188.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $9.42 TECHNOLOGY FEE TOTAL FEES PAID1 1$202.22 R000.322.900.04.00 0.00 $9.42 Date Paid: Wednesday, December 30, 2015 Paid By: UNIVERSAL BUILDING SYSTEMS Pay Method: CREDIT CARD 525329 Printed: Wednesday, December 30, 2015 11:27 1 of 1 (rlM SYSTEMS AM Date Paid: Friday, October 23, 2015 Paid By: FREIHEIT & HO ARCHITECTS INC Pay Method: CHECK 33758 Printed: Friday, October 23, 2015 1:40 PM 1 of 1 SYSTEMS INSPECTION RECORD J Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:�✓�fir, Type of -Inspection: Address: I Suite #: 5z--o� Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: ti Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: , inspector: �f� Date: L7'�yv% �� Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsiiiing waaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 SHUTLER • - CONSULTING === ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX (425) 4504076 STRUCTURAL CALCULATIONS FOR: UNIVERSAL BUILDING SYSTEMS — RACKING 14600 INTERURBAN AVE SOUTH BUILDING D TUKWILA, WA 98168 DESIGN CRITERIA: JOB UNIVERSAL BUILDING SYSTEMS - RACKING SHEET NO. COVER OF CALCULATED BY LMC DATE 10/15/15 CHECKED BY DATE JOB NUMBER 15-41.01 CODE ..................................... INTERNATIONAL BUILDING CODE, 2012 EDITION WIND LOAD ............................ 110 MPH ZONE, EXPOSURE "B", Iw = 1.0 RACK LOAD ........................... 25 PSF SEISMIC DESIGN INFORMATION: Ss = 146.6% Sds = 0.978 Si = 54.8% Shc = 0.548 Cs = 0.245 Ie = 1.0 R=4.0 Q.=2.5 SITE SOIL CLASS = "B" SEISMIC DESIGN CATEGORY = "D" REVIEWED FOR CODE COMPLIANCE APPROVED DEC 17 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF.TUKWILA OCT 2 3 2015 PERMIT CENTER D 1S- 0a73 SHUTLER CONSULTING _ ENGINEERS, INC. 12503 Bel -Red Road, Suite 100, Bellevue, IVA 98005 * (425) 4504075 * FAX (425) 4504076 October 15, 2015 Ken Lorenz 14520 Interurban Avenue South Suite D-100 Tukwila, Washington 98168 Re: Universal Building Systems — Racking 14520 Interurban Avenue South Tukwila, WA 98168 Ken, My office has reviewed the light gauge steel racking systems constructed against the existing exterior masonry and concrete walls. The light gauge steel member sizes used are 600S162-54 (33ksi) studs, 600TI25-54 (33ksi) tracks, with #8 screws for the attachments. The following description is our understanding of the existing racking conditions: The racking at the concrete wall consists of three levels — 66", 121 ", and 177" above the concrete slab. Each level has 3/" plywood screwed to the steel studs with screws at 6" on -center. The studs at each rack level are spaced at 24" on -center and extend 4'-0" from the wall to the front. The studs are attached at the back to a ledger track on the concrete wall and at the front to a track that acts as a beam. The studs are attached to the track with two screws. The ledger track is attached to the concrete wall with 0.145" diameter pins at 24" on - center. The front track is attached to vertical posts with two screws. The vertical stud posts are spaced at 10'-0" on -center and bear on the concrete slab. The racking at the masonry wall consists of 4 levels — 22", 45", 105", and 140" above the concrete slab. The racking is constructed in a way similar to the racking on the concrete wall, but here the studs are spaced at 16" on -center and the posts are spaced at 11'-6" on -center. The third system of racking uses sections that are comprised of a stud and track nested together. A 4'-0" long nested steel section runs horizontally from the concrete wall. A diagonal nested section connects to the end of the horizontal section and to a vertical stud at the concrete wall. There are two levels of racking, at 9'-0" and 15'-0" above the concrete slab. The sections are connected to the vertical track at the wall using 6 screws at each location. The horizontal and diagonal sections are connected to each other using 4 screws. The vertical studs are connected to the concrete walls is using 0.145" diameter pins at 24" on -center. The racks are spaced 4'-0" apart. After considering the existing conditions and connections, the calculated maximum allowable load on a given rack shelf is 25 pounds per square foot. The racking system resists seismic loads by being attached to the concrete and masonry walls. The system, as constructed, is structurally acceptable with the addition of the following two changes: 1.) Add a 16 gauge 4" x 12" steel plate with 1,248 screws at the post to post connection at the masonry wall racking: 2.) Add a 16 gauge 4" x 12" steel plate with 848 screws at the beam to beam connections. SHT-1.0 and SHT-2.0 show the existing conditions and required changes. In addition, verify that all connections of stud/track to concrete or masonry wall are made with pins spaced at a maximum of 24" on -center. Please contact us if you require additional information. Sincerely, Leah Cate, Project Engineer G�4t, Jc Headland, P.E. �SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 .roB UNIV. SHEET NO. 1 Of CALCULATED BrrY� 1-~M C DATE Oi"a -I V lb SCALE -- Rat S645r ��, a-_ry! WA sum f ; 5T11p; ' r ���Y ! I /3 -- x l�a�t'�a�C• _ i 1 �P G r� %q� , INC - - I _ - �® SHUTLER ® CONSULTING ENGINEERS, INC 12503 Bel -Reel Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB U N I V- 8 LD G SYS ,- 9- (Nu-, i°°-') Pa SHEET NO. 'a OF CALCULATED 8Y DATE SCALE mm�1�11 Mill ■ III SHUTLER ®® CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB OWI\J. � S`rs.— P_A0(_eQG SHEET NO. �; OF CALCULATED BY LM C DATE q - a9 -1 5 - _ V3 i - RAC( It �- i . A o,i�� a.jG to tYl�a—= - �i . r. ' 28 x e) 7 ><, Q>e o qo i 'k w44 � u SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suile 100 Bellevue, WA 98005 (425) 450-4075 JOB ON IV • &I. G �`��• - 0-NUL0,3G SHEET NO. L4 OF CALCULATEDBYLI"00 DATE ai q 1" ( 5 FAX (425) 450-4076 SCALE o 5 �;!��• � # sir Cr,1, —7 I _ �- � I I"Pc — A ly Gov- -- A D�4 5WA L ;. 0, L 1(�,�j ._ Ix 1 m = 151�' tl,` 1601 { f 117 -- _ 3 W rr 3 7 P !� A T r L_ vJ_ p.� 3 N - Q�10A. (Z 3, 61 pr { t I Col SN 1 �A=® SHUTLER ®®® CONSULTING ffiW® ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB V 0 IQ. %3(.b6 Sys.- r_%ck tQ(S SHEET NO. OF CALCULATED BY uy\1C. DATE '0 -M - 1 5 4 W (Nor wst qt_ et) SHL�P� Im &N P. sr I, lib rna I road `7 l iY►GJc /S' l Its a ►d/� x o', /a = q 7 . `1" X a- zoo 51f Ra I - A CA L e- „ I , 1t f. rM I PT w a�8:;)3 -I. 45 l 11 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 9/29/2015 SECTION DESIGNATION: 600S762-54 [33] Single Input Properties: Web Height = 6.000 in Design Thickness = Top Flange = 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Point, Fy = Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = Punchout Width = 1.500 in Punchout Length = Wall Solver Design Data - Simple Span Wall Height. -50 ft. Lateral Pressure 5.00 psf Stud Spacing 16.0 in� Check Flexure �sufo Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: N� Me = 3234 Ft -Lb My = 2622 Ft -Lb Mc = 2257 Ft -Lb Sc/Sf = 1.00 Mmax = 25 Ft -Lb <= Ma = 1352 Ft -Lb Check Deflection Deflection Limi : U240 Load Multiplier o Deflection = 1.00 Maximum Deflection = 0.002 in Deflection Limit /0 Axial Load 2853 lb Cb = 1.14 0.0566 in 0.0849 in 33.0 ksi 37.1 ksi 4.000 in 0.56 My < Me < 2.78 My Deflection Ratio = L/40574 Check Shear Vmax = 18 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2739 lb >= Vmax Check Web Crippling Rmax = 18 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 395 lb >= Rmax, stiffeners not required Check Axial Interactions P = 2853 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtU =,,,i LO IL Max KUr = 116 Allowable Pure Axial Load, Pa = 3608 ib- : xial Load Ratio, P/Pa = 0.791 MMEC"' K-phi for Distortional Buckling = O=b in/in Check Equation C5.2.1-1 Cmx = 1.00 Pcr = 191187 lb Alpha = 0.971 Equation C5.2.1-1 = 0.810 Maximum Interaction 0.8110-<=I.0 Check Equation C5.2.1-2 Pao = 6215 lb Equation C5.2.1-2 = 0.478 t. Deslyn Gross Proparu" FROObre Properties Torsional Proporties Sectbn Th(ckness (ksQ Area welggnt Ix Sx Rx ty Ry Ixe Sxe Mal Mad V Vanst A1000 Cw X0 m Ro `n Iln? n bflt to n In n 1n in In n•k n k b b in rtr �n n to d a $250.43 0.0451 33 0.447 1.52 1.224 0.612 1.655 0.399 0.945 1.224 0.503 9.93 10.41 1739 810 0.303 1A86 -2.139 1.252 2.864 OA43 63.7 ,%POS250.54 0.0566 33 0.556 1.89 1.512 0.756 1.649 OA9 0.938 1.512 0.653 12.9 13.91 2603 944 0.594 1.821 .2.114 1.244 2.848 OA44 63.8 40OS250.54 0.0566 50 0.556 1.89 1.612 0.756 1.649 OA9 0.938 1.506 0.676 17.24 18A2 3372 1223 0.594 1,821 -2.124 1.244 2.848 0.444 51.6 40OS250.68 0.0713 33 0.693 2.36 1.864 0.932 1.64 0.599 0.929 1.864 0.883 17.45 18,42 3215 895 1.174 2.22$ -2.105 1.235 2.826 OA45 64 400$250-66 0.0713 50 0.691 2-38 1.884 0.932 1.64 0.599 0.929 1,864 0.775 23.19 24.76 4871 1356 1,174 2.225 -2.105 1,235 2.026 OA45 51,6 40DS250.97 0.1017 33 0.965 3.29 2.541 1,271 1.622 0.801 0.911 2,541 1.263 28.31 28.7 4394 797 3.329 2.078 -2.066 1.214 238 0.449 ' 60.3 40OS250.97 0.1017 50 0.966 3.29 2.641 1.271 1.622 0.801 0.911 2.641 1.191 40.06 41Al 6658 1207 3.329 2.978 •2.066 1.214 2.78 OA48 48.8 40OS300.54 0.0566 33 0.613 2.09 1.732 0.866 1.681 0.760 1.114 1.723 0.680 13A4 14.70 2603 944 0.655 2.602 -2.694 1.496 3.285 0.377 74.0 400S300.54 0.0566 50 0.613 2.09 1.732 0.866 1.681 0.760 1.114 1.637 0.592 17.72 19.25 3372 1223 0.655 2.602 -2.594 IA96 3.285 0.377 59.9 40OS300.68 0.0713 33 0.764 2.60 2.139 1.070 1.673 0.933 1.105 2.139 0.914 18.06 19.68 3215 895 1.295 3.432 -2.674 IA86 3.263 0.378 74.3 40OS300.68 0.0713 50 0.764 2.60 2.139 1.070 1.673 0.933 1.105 2.099 0.805 24.09 26.05 4871 1356 1.295 3A32 -2.674 W6 3.263 0.378 60.0 40OS300.97 0.1017 33 1.067 3.63 2,928 IA64 1.656 1.258 1.086 2.928 1.381 30.58 32A 4394 797 3.679 4.619 -2.535 IA65 3.216 0.379 70.8 40OS300.97 0.1017 50 1.067 3.63 2.928 1A64 1.656 1.258 1.086 2.897 1.307 39.12 40.12 6658 1207 3.679 4.619 -2.535 IA65 3.216 0.379 60.3 650S137-33 0.0346 33 0.301 1.02 1.283 0.467 2.064 0.067 0.472 1.283 OA53 8.95 7.48 699 699 0.12 0.411 -0.841 0.636 2.278 0.864 33.7 550S137.43 0.0451 33 0.391 1.33 1.655 0.602 2.059 0.085 OA67 1.655 0.592 13.08 11.6 1550 1199 0.265 0.62 -0.83 0.63 2.268 0.866 31.7 550SI37.54 0.0566 33 0.486 1.65 2.039 0.741 2.049 0.103 OA6 2.039 0,741 16.77 15.9 2739 1666 0.619 0.632 •0.817 0.523 2.254 0.868 31.1 650SI37.54 0.0566 50 0.486 1.65 2.039 0.741 2.049 0.103 0.46 2.039 0.714 24.03 20.88 3093 1881 0.519 0.632 •0.817 0.623 2.254 0.868 25A 550S137.68 0.0713 33 0.604 2.05 2.603 0.91 2.036 0.123 OA51 2.503 0.91 21.22 21.22 4347 2057 1,023 0.764 •0.801 0.614 2.234 0.871 30A 550S137.68 0.0713 50 0.604 2.05 2.503 0.91 2.036 0.123 0.451 2.503 0.909 31.42 28.89 5350 2532 1.023 0.764 -0.801 0.514 2.234 0.871 24.9 550S137.97 0.1017 33 0.838 2.65 3.38 1.229 2.008 0.165 0.43 3.38 1.229 30.35 30.35 6282 1997 2.891 0.997 -0.766 0.497 2.192 0.878 29.2 550S137.97 0.1017 50 0.838 2.65 3.38 1.229 2.008 0.155 0.43 3.38 1.229 44.72 44.72 9518 3026 2,891 0.997 -0.766 0.497 2.192 0.878 23.9 550S162.33 0.0346 33 0.327 1.11 IA58 0.530 2.112 0.113 0.589 1.458 0.612 10.11 8.63 699 699 0.130 0.713 -1.114 0.697 2.459 0.795 41.4 650SI62.43 0.0451 33 OA24 IA4 1.883 0.685 2.107 0.145 0.584 1.883 0.681 14.19' 13.14 1550 1199 0.288 0.905 -1.103 0.691 2A48 0.797 39.2 550S162.54 0.0566 33 0.628 1.80 2.324 0.845 2.098 0.176 0.577 2.324 0.845 18.762 17.87 2739 1666 0.564 1.105 -1.090 0.684 2A34 0.800 38.7 550SI62.54 0.0566 50 0.628 1.80 2.324 0.845 2,098 0.176 0.577 2.324 0.811 26.86' 23.52 3093 1881 0.664 1.105 -1.090 0.684 2.434 0.800 31.6 650S162.68 0.0713 33 0.657 2.24 2.861 1.040 2.086 0.212 0.668 2.861 1.040 23321 23.72 4347 2057 1.114 1.342 4.072 0.675 2.414 0.803 38.0 550S162-68 0.0713 50 0,657 2.24 2,861 1.040 2.086 0.212 0,568 2.861 1.031 34.94 2 32.28 5350 2532 1.114 U42 4.072 0,675 2.414 0.803 31.1 550$162.97 0,1017 33 0.915 3.11 3.086 1.413 2.051 0.276 0,549 3.886 1A43 33.91 33.91 6262 1997 3.154 1.775 4.037 0.656 2.312 0.809 36,8 S50S162-27 0.1017 50 0.915 3.11 3.886 1.413 2.061 0.276 0.649 3.886 IA13 60.13 60.13 9518 3028 3.154 1.775 -1.037 0.656 2.372 0.809 30 550S200.33 0.0346 33 0.362 1.23 1.694 0.616 2.164 0.204 0.751 1.678 0.659 11.05 9.80 699 699 0.144 1.326 4.508 0.925 2.742 0.698 61.9 55OS200.43 0.0451 33 0.469 1.60 2.189 0196 2.159 0.261 0.746 2.189 0.776 15.33 13.96 1550 1199 0.318 1.691 4.496 0.918 2.731 0.100 51.7 55OS200-54 0.0566 33 0.585 1.99 2.706 0.984 2.152 0.32 0.739 2.706 0.984 21.41 19.98 2739 1666 0.624 2.072 -1.483 0.911 2.716 0.702 49.2 55OS200.54 0.0566 50 0.585 1.99 2.706 0.984 2,152 0.32 0.739 2.706 0.901 26.98 24.84 3093 1881 0.624 2.072 -1.483 0.911 2.716 0102 41.8 "OS200.68 0.0713 33 0.729 2.48 3.341 1.215 2.141 0,389 0.731 3.341 1.215 27.03 27.03 4347 2057 1.235 2.531 4.465 0.902 2.695 0.705 48.5 3200.68 0.0713 50 0.729 2A8 3.341 1.215 2.141 0.389 0.731 3.341 1.17 38.83 35.92 5350 2532 1.235 2.531 -1.465 0.902 2.695 0305 39.6 - 4200.97 0.1017 33 1,016 3A6 4.563 1.659 2.119 0.615 0.712 4.663 1.659 38.58 38.58 6282 1997 3.504 3.384 4.428 0.862 2.652 0.710 47.4 55OS200.97 0.1017 50 1.016 3A6 4.563 1.659 2.119 0.515 0.712 4.563 1.659 67.25 67.25 9518 3026 3.504 3.384 -1.428 0.882 2.652 0.710 38.6 55OS250.43 0.0451 33 0.615 1.75 2.524 0.918 2.215 0.445 0.93 2.624 0.617 16.15 14.74 1550 1199 0.349 2,837 -1.933 1.163 3.083 0.607 62.6 65OS260.64 0.0566 33 0.641 2.18 3.126 1.137 2.208 0.547 0.923 3.126 1.033 20AO 19.87 2139 1666 0.685 3A86 4.919 1A55 3.067 0.609 62.6 55OS250.54 0.0566 50 0.641 2.18 3,126 1.137 2.208 0.547 0.923 3,084 0.95 28A4 26.11 3093 1881 0.685 3A66 4.919 1.155 3,067 0,609 50.7 550S250.68 0.0713 33 0.800 2.72 3.866 1.406 2.198 0.669 0.914 3.866 1.345 29.28 28.52 4347 2057 1.356 4.274 4.900 1.146 3.046 0.611 59.5 55OS250.68 0.0713 50 0.800 2.72 3.866 1.406 2.198 0.669 0.914 3.864 1.233 36.91 35.43 6350 2532 1.356 4.274 4.900 IA46 3.046 0.611 60.6 550S250.97 0.1017 33 1.118 3.60 5.304 1.929 2.178 0.897 0.895 6.304 1.925 43.47 43.57 6282 1997 3.855 5.761 -1.862 1.126 3.002 0.615 58.4 55OS250.97 0.1017 50 1.118 3.60 5.304 1.929 2.178 0.897 0.895 5.304 1.837 61.77 60.32 9518 3026 3.855 6.161 -1.862 1.126 3,002 0.615 47.6 60OS137-33 0.0346 33 0.318 1.08 1.582 0.627 2.229 0.069 OA64 1.548 0.455 8.98 8.19 638 638 0,127 0.600 -0.807 0.619 2.416 0.889 33.5 600S137-43 0.0451 33 0.413 1.41 2.042 0.681 2.223 0.087 OA59 2.041 0.645 12.14 11.82 1416 1240 0.280 0.633 -0.796 0.513 2.406 0.890 33.3 600S137-54 0.0566 33 0.614 1.16 2.518 0.839 2.213 0.105 OA52 2.518 0.832 16.44 15.95 2739 1890 0.549 0.769 -0.784 0.506 2.391 0.893 33.0 600S137.54 0.0566 50 0.514 1.75 2.618 0.839 2.213 0.105 OA52 2.518 0.777 23.26 21.24 2823 1947 0.549 0.769 -0.784 0.606 2.391 0.893 26.8 600SI37.68 0.0713 33 0.640 2.18 3.094 1.031 2.200 0.125 OA43 3.094 1.031 24.052 24.05 4347 2339 1.084 0.930 -0.768 0.497 2.371 0.895 30.1 600SI37.68 0.0713 50 0.640 2.18 3.094 1.031 2.200 0.125 OA43 3.094 1.030 30.84 28.89 5360 2879 1.084 0.930 -0.768 0.497 2.371 0.895 26.6 60DS137.97 OA017 33 0.889 3.03 4.188 1.396 2.170 0.159 OA22 4.188 1.396 34A8' 34.49 6911 2512 3.066 1.216 -0.734 0.480 2.330 0.901 28.8 600S137-97 0.1017 50 0.889 3.03 4.188 1.396 2.170 0.159 0.422 4.188 1.396 50.802 50.80 10472 3805 3,066 1.216 -0.734 0.480 2.330 0.901 23.6 600S137418 0.1242 33 1.065 3.62 4.913 1.638 2.147 0.176 OA06 4.913 1.638 42.05 42.05 8267 2391 5.477 1.391 •0.709 0.467 2.298 0.905 27.9 600S137-118 OA242 50 1.065 3,62 4.913 1.638 2.147 0.176 OA06 4.913 1.638 61.69 61.69 12526 3622 6.477 1.391 .0.709 0.467 2.298 0.905 221 SOOS162.33 0.0346 33 0.344 1.17 1.793 0.598 2.282 0.116 0.581 1.793 0.577 11AI 9A7 638 638 0.137 0.861 .1.072 0.677 2.587 0.828 41.1 600SI62.43 0.0451 33 OA47 1.62 2.316 0172 2.276 0.148 0.576 2.316 0.767 16.682 14A6 1416 1240 0.303 1.095 4.062 0.670 2.577 0.830 39.0 600S162.54 0.0566 33 0.556 1.89 2.860 0.953 2.267 0.180 0.570 2.860 0.953 21.172 19.75 2739 1890 0.594 1.337 -1.049 0.663 2.562 0.832 38.4 600S162.54 0,0566 50 0.556 1.89 2.860 0.953 2.267 0.180 0.570 2.860 0.916 30.33' 25.90 2823 1947 0.594 1.337 4.049 0.663 2.662 0.832 31A 600S162.68 0.0713 33 0.693 2.36 3.625 1.176 2.255 0.218 0.560 3.525 1.175 26.79' 26.78 4347 2339 1.174 1.626 -1.032 0.655 2.543 0.835 37.7 600SI62.68 0,0713 50 0.693 2.36 3.525 1.176 2.255 0.218 0.560 3.525 1.164 39AV 35.69 6350 2879 1.174 1.626 -1.032 0.655 2.543 0.835 30.8 60OS162.97 0.1017 33 0.966 3.29 4.797 1.699 2.229 0.283 0.641 4.797 1.699 38.372 38.37 6911 2512 3.329 2.153 -0.997 0.636 2.501 0.841 36A 600S162.97 0.1017 50 0.966 3.29 4.197 1.699 2.229 0.283 0.541 4.797 1.699 66.733 66.72 10472 3805 3.329 2.153 -0.997 0.636 2.501 0.841 29.8 600S162.118 0.1242 33 1.158 3.94 6.652 1.884 2.209 0.321 0.526 5.652 1.884 46.82' 46.82 8267 2391 5.956 2A87 -0.971 0.623 2A70 0.845 35.6 600S162-118 OA242 50 1.158 3.94 6.652 1.884 2.209 0.321 0.526 1 5.652 1.884 68.943 68.93 12526 3622 5.956 2A87 •0.971 0.623 2.470 0.845 1 29.1 vrao neignc-m-cmcxness rang exceeos zuu. ►veo saaenels are requveo st all support points and concentrated loads. °Allowable moment includes cold work offorming. See cable Notes on page 7. 0 Design Gross Properties Effective Prop. (33 kst) Effective Prop. (50 ksq Torsional Properties SscWn Thickness, Area Weht Ix Sx Rx ly Ry In Sxe Ma Vig Ixe Sxe Ms ViQ MOOD Cw X0 m R0 S Ml (Inq (Ibfll) Pn') (W) (In) (Inr) (In) (In') (In') (In-k) Pbl (W) Pn') IIn-k) (Ib) (1n') (W) (.l 0n) (1.) 200.33 0.0346 0.264 0.90 0.619 0,328 1.532 0.110 0.645 OA64 0.190 3.76 1024 0.105 0.269 •1.270 0.754 2.092 0.631 362T200.43 0.0451 0.343 1.17 0.808 0.427 1.534 0.142 0.643 0.649 0.270 5.34 1739 0.233 0.350 •1.265 0.752 2.090 0.633 362T200.54 0.0566 0.431 1.47 1.024 0.636 1.541 0.177 0.640 0.879 0.372 7.35 2480 0,832 0.345 10.34 3372 0.460 0.442 •1.259 0.748 2.091 0.637 362T200.68 0.0713 0.543 1.85 1.307 0.675 1.552 0.221 0.638 1.199 0.519 10.26 3104 1.138 0.480 14.37 4703 0.919 0.564 •1.250 0.743 2.093 0.643 362T200.97 0.f017 0.773 2.63 1.917 0.963 1.576 0.308 0.631 1.916 0.867 17.14 4370 1.839 0.803 24.06 6622 2.666 0.825 •1.232 0.732 2.097 0.655 362T250.43 0.0451 0.389 1.32 0.966 0.610 1.577 0.260 0.818 0.713 0.282 5.56 1739 0.264 0.641 •1.702 0.990 2.460 0.521 362T250.54 0.0566 0.488 1.66 1.225 0.641 1.585 0.324 0.816 0.971 0.389 7.69 2480 0.914 0.360 10.77 3372 0.521 0,812 •1.695 0.986 2.460 0.525 362T250.68 0.0713 0.614 2.09 1.565 0.808 1.597 0.406 0.813 1.337 0.546 10.79 3104 1.269 0.603 15.04 4703 1.040 1.038 4.686 0.980 2.460 0.630 362T250.97 0.1017 0.875 2.98 2.300 1.155 1.621 0.670 0.807 2.180 0.928 18.34 4370 2.070 0.851 25.49 6622 3.016 1.624 4.667 0.969 2.461 0.541 400T125.18' 0.0188 0.122 0.41 0.297 0.144 1.560 0.017 0.374 0.241 0.072 1.42 153 0.014 0.052 •0.637 0.400 1.726 0.864 400T125.27 0.0283 0.184 0.63 0.449 0.217 1.562 0.025 0.372 0.380 0.156 3.08 615 0.049 0.078 -0.633 0.398 1.726 0.866 400Ti25-30 0.0312 0.203 0.69 0.495 0.239 1.562 0.028 0.371 0.427 0.176 3.49 689 0.066 0.085 •0.632 0.397 1.726 0.866 400TI25.33 0.0346 0.225 0.76 0.549 0.265 1.563 0.031 0.371 0.484 0.201 3.97 940 0.090 0.095 •0.630 0.396 1.725 0.867 400T125.43 0.0451 0.293 1.00 0.716 0.344 1.563 0.040 0.369 0.666 0.282 5.57 1739 0.198 0.122 •0.626 0.394 IJ24 0.868 400TI25.54 0.0566 0.367 1.25 0.904 0.431 1.569 0.049 0.366 0.882 0.381 7.53 2739 0.849 0.359 10.74 3372 0.392 0.154 •0.621 0.390 1.727 0.871 40OT125.68 0.0713 0.462 1.61 1.160 0.541 1.577 0.061 0.363 1.150 0.517 10.22 3435 1.134 0.488 14.62 5205 0.783 0.194 -0.614 0.386 1.731 0.874 400TI25.97 0.1017 0.659 2.24 1.673 0.768 1.594 0.084 0.357 1.673 0.768 11.35 4842 1.673 0.768 23 7337 2.271 0.28 -0.60 0.377 1.74 0.881 400TISO.27 0.0283 0.198 0.67 0.509 0.246 1.602 0.042 0.461 OA09 0.154 3.04 515 0.053 0.127 •0.824 0.509 1.860 0.804 400TISO.30 0.0312 0.218 0.74 0.561 0.27t 1.603 0.046 0.461 0.458 0.183 3.61 689 0.071 0.140 •0.823 0.508 1.859 0.804 40OT150.33 0.0346 0.242 0.82 0.622 0.300 1.603 0.051 0.460 0.519 0.208 4.12 940 0.097 0.155 -0.821 0.507 1.659 0.805 400TI50.43 0.0451 0.315 1.07 0.811 0.390 1.604 0.066 0.458 0.719 0.293 5.80 1739 0,214 0.200 •0.817 0.504 1.857 0.007 400TI50.54 0.0566 0.396 1.35 1.025 0.489 1.610 0.082 0.456 0.960 0.399 7.69 2739 0.918 0.374 11.19 3372 0.422 0.252 •0.811 0.601 1.860 0.810 40OT150.68 0.0713 0.498 1.69 1.306 0.615 1.619 0.102 0.453 1.286 0.548 10.82 3435 1.237 0.513 15.35 5205 0.844 0.320 •0.804 0.496 1.864 0.814 400TI50.97 0.1017 0.710 2.41 1.903 0.874 1.638 0.141 0.447 1.903 0.874 17.27 4842 1.903 0.832 24.92 7337 2.447 OA63 -0.788 0.487 1.872 0.823 40OT200.33 0.0346 0.277 0.94 0368 0.371 1.666 0.113 0.639 0.581 0.220 4.34 940 0.110 0.336 -1.229 0.737 2166 0.678 40OT200.43 0.0451 0.360 1.23 1.002 0.482 1.668 0.146 0.637 0.811 0.311 6.14 1739 - 0.244 0.436 4.224 0.734 2.164 0.680 40OT200.54 0,0566 0.452 1.64 1.268 0.604 1.675 0.182 0.635 1.093 0.426 8.42 2739 1.037 0.397 11.88 3372 0.483 0.551 4.217 0.730 2.165 0.684 40OT200.68 0.0713 0.569 1.94 1.611 0.761 1.685 0.227 0.632 1.485 0.591 11.68 3435 1.412 0.549 16.42 5205 0.965 0.702 -1.209 0.725 2.168 0.689 40OT200.97 0.1017 0.811 2.76 2.363 1.085 1.707 0.317 0.625 2.36 0.981 19.38 4842 2.268 0.911 27.28 7337 2.797 1.022 -1.192 0.715 2.173 0.899 40OT250.43 0.0451 0.406 1.38 IA93 0.573 1.715 0.266 0.813 0.888 0.324 6.40 1739 - 0.275 0.799 •1.653 0.970 2.617 0.669 40OT250.54 0.0566 0.509 1.73 1.511 0320 1.723 0.335 0.811 1.205 0.445 8.80 2739 IA37 0.414 12.38 3372 0.543 1.011 -1.646 0.966 2.517 0.572 40OT250.68 0.0713 0.641 2.t8 1.928 0.908 1.735 0.418 0.808 1.652 0.622 12.28 3435 1.559 0.574 17.19 5205 1.086 1.289 -1.637 0.961 2.618 0.578 40OT250.97 0.1017 0.913 3.11 2.824 1.296 1.759 0.688 0.802 2.679 1.049 20.72 4842 2.646 0.965 29.89 7337 3.148 1.886 •1.618 0.950 2.521 0.588 "125.181•' 0.0188 0.150 0.51 0.627 0.223 2.044 0.018 0.349 0.018 0.108 -0.547 0.354 2.144 0.935 '125.27 0.0283 0.226 0.77 0.948 0.336 2.046 0.027 0.348 0.786 0.192 3.79 372 0.060 0.160 -0.543 0.352 2.145 0.936 uuOT125-30 0.0312 0.250 0.85 1.045 0.370 2.046 0.030 0.347 0.897 0.226 4.47 499 0.081 0.176 -0.542 0.351 2,145 0.936 55OT125-33 0.0346 0.277 0.94 1.159 0.410 2.046 0.033 0.346 1.029 0.270 5.33 680 0.110 0.195 -0.541 0.350 2.145 0.936 550TI25.43 0.0451 0.360 1.23 1.610 0.633 2.047 0.043 0.344 1.428 0.416 8.23 1504 0.244 0.252 •0.537 0.348 2.144 0.937 55OT125.54 0.0566 0.452 1.64 1.903 0.668 2.052 O.OS3 0.342 1.862 0.597 11.80 2739 1.811 0.535 16.01 2980 OA83 0.315 -0.532 0.345 2.147 0.939 550Tt25.68 0.0713 0.569 1.94 2.412 0.839 2.058 0.066 0.339 2.412 0.807 15.95 4347 2.379 0.769 23.02 $350 0.965 0.397 •0.526 0.341 2.152 0.940 650TI25.97 0.1017 0.811 2.76 3.483 1.19 2.072 0.09 0.333 3.483 1.19 26.87 6730 3.483 1.19 35.62 10197 2.797 0.564 •0.514 0.333 2.161 0.943 550TISO.27 0.0283 0.241 0.82 1.059 0.376 2.098 0.046 0.436 0.893 0.207 4.10 372 0.064 0,263 •0.716 0.456 2.259 0.900 550T150.30 0.0312 0.265 0.90 1.168 0.414 2.098 0.050 0.435 0.995 0.251 4.98 499 0.086 0.289 •0.715 0.455 2.259 0.900 55OTi50.33 0.0346 0.294 1.00 1.295 0.459 2.099 0.055 0.434 1.115 0.310 6.12 680 0.117 0.320 •0,714 0.455 2.269 0.900 550TISO.43 0.0451 0.383 1.30 1.668 0.596 2.099 0.072 0.432 1,616 0.468 9.25 1504 0.260 0,414 •0.709 0.452 2.258 0.901 550T150.54 0.0566 0.480 1.63 2.128 0.747 2.105 0.089 0.430 2.005 0.628 12.41 2739 1.928 0.595 11.81 2980 0.513 0.519 •0.704 0.449 2.261 0.903 550TI50.68 0,0713 0.605 2.06 2.699 0.939 2.112 0.110 0.427 2.660 0.850 16.80 4347 2.669 0.804 24.07 5350 1.025 0.655 •0.698 0.445 2.265 0.905 550TI50.97 0.1017 0.862 2.93 3.904 1.333 2.128 0.153 0.421 3.904 1.333 26.35 6730 3.904 1.278 38.27 10197 2.973 0.937 •0.684 0.436 2.275 0.909 55OT200.33 0.0346 0.329 1.12 1.667 0.555 2.184 0.123 0.613 1.246 0.307 6.06 680 0.131 0,694 •1.088 0.674 2.516 0.813 650T200.43 0.0451 0.428 1.46 2.043 0,722 2.185 OA60 0.611 1.690 0.495 9.79 1504 0.290 0.900 •1.083 0.671 2.514 0.814 55OT200.64 0.0566 0.537 1.83 2.578 0.905 2.191 0.199 0.609 2.253 0.669 13.21 2739 2.153 0.630 18.86 2980 0.573 1.133 •1.077 0.668 2.517 0.817 55OT200.68 0.0713 0.676 2.30 3.274 1.139 2.200 0.248 0.606 3.027 0.914 18.06 4347 2.894 0.857 25.67 5350 1.146 1.434 •1,070 0.663 2.521 0.620 550T200.97 0.1017 0.964 3.28 4.746 1.621 2.219 0.347 0.6 4.735 1.483 29.3 6730 4.666 1.391 41.64 10197 3.323 2,067 •1.055 0.653 2.529 0.826 65OT250.43 0.0451 0.473 1.81 2.399 0.848 2.262 0.295 0.790 1.841 0.516 10.20 1504 0.321 1.643 -1.484 0.899 2.610 0321 65OT250.54 0.0566 0.594 2.02 3.029 1.063 2.259 0.368 0.788 2.466 0.699 13.81 2739 2.346 0.657 19.66 2980 0.634 2.070 4.418 0.895 2,812 0.724 65OT260.68 0.0713 0.748 2.54 3.849 1.339 2.269 OA60 0.785 3.338 0.960 18.97 4347 3.173 0.897 26.86 5350 1.267 2.627 •1.470 0.890 2.615 0.727 55OT250.97 0.1017 1.066 3.63 5.588 1.908 2.290 0.646 0.779 5.314 1.680 31.23 6730 6.073 IA70 44.01 10197 3.674 3.801 •1.453 0.880 2.822 0.735 60OT125.181.1 0.0188 0.160 0.54 0.776 0.254 2.204 0.019 0.342 0.019 0.132 •0.528 0.347 2.292 0.947 600T126.27' 0.0283 0.241 0.82 1.168 0.381 2.204 0.028 0.340 0.958 0.210 4.16 341 0.064 0.196 -0.519 0.339 2.290 0.949 60OT125.30 0,0312 0.265 0,90 1.288 OA19 2.204 0.031 0,340 1.095 0.249 4.92 456 0.066 0-215 -0.618 0.338 2.289 0.949 000TI25.33 0.0346 0.294 1.00 IA28 0A65 2.204 0.034 0.339 1.258 0.297 6.87 622 0.111 0.239 •0,616 0.337 2,261 0,949 600T12S•43 0.0451 0.383 1.30 1.861 0.W4 2.205 0.044 0.337 1.768 0.461 9.11 1377 - 0.260 0.307 -0.513 0.335 2.281I 0.950 660125.54, ,0.0566 j _ 1.63 2.344 0.756 2.209 0.054 0.336 ZZ 0.666 13.15 2728 , 2.241 0.592 17.13 2728 0.513 0.384 .0.608 0.332 2.291 0.951 600TI25.68 0.0713 0.605 2.06 2.969 0.950 2.215 0.067 0.332 2.969 0.916 18.09 4347 2.934 0.858 25.69 5350 1.025 OA83 •0.503 0.329 2.296 0.952 60OT125.97 0.1017 0.862 2.93 4.281 1.347 2.228 0.092 0.326 4.281 1,347 30.43 t 7359 4.281 1.347 40.33 10885 2.973 0.685 •0.491 0.321 2.305 0.955 60OT125.118 0.1242 1.052 3.58 5.268 1.637 2.237 0.109 0.322 5.268 1.637 56.32 13539 5.411 0.832 -0.483 0.316 2.311 0.956 600T150.27' 0.0283 0.255 0.87 1.300 0.424 2.260 0.047 0.427 1.011 0.214 4.23 341 0.068 0.320 -OAS 0.441 2.400 0.9t8 'T150-30 0.0312 0.281 0.96 1.434 0.467 2.260 0.051 0.427 1.159 0.253 5.01 456 0.091 0.352 •0.685 OA40 2.400 0.910 [150.33 0.0346 1 0.311 1.06 1.590 0.517 2.260 0.057 0.426 1 1.334 0.303 6.99 622 0.124 0.390 -0.684 0.439 2.399 0.919 Web he/ght-to-th/ckness rat/o exceeds 200. Web stiffeners are requ/red et al/ support po/nrs and concentrated loads. J'Allowable moment Includes cold Work offorming. -Where web he/ght-to-th/ckness ratio exceeds 260 or flange w/dth•to•th/ckness ratio exceeds 60, elYealve properties are not calculated. See AW S100 Sect/on 81. Applicatlon of these products In a non-compos/te design shall be approved bya design profess/onal. See Table Notes on page IS. Design Gross Properties Effe tWOM11433keq Effia"Prop.j60kso Torsional Properties Section Thickness Area Wei ht ht 8x Rx ly Ry lxe Sxe Me Vry Ixe Sxe Me Vey Jx1000 Cw X0 m Ro 11 n"1 (In't (A) (In') (W) (in) lip') (in) (W) lm'1 (fi•k) lib) (MI V j (In•k) Pb) (W) (In`) (in) (in) (in) 600TISO.43 0.0451 0.405 1.38 2.072 0.673 2.261 0.073 0.424 1.890 0.474 9.36 1377 0.275 0.504 •0.680 0.437 2.398 0.920 600T150.54 0.0566 0.609 1.73 2611 0.843 2,208 0.091 OA22 2.473 0,682 13.62 2728 2400 0109 19.24 2724 0.543 0,632 -0.675 0.434 2,401 0.921 COOT150.66 0.0713 0.641 2.18 3.302 1.059 2.273 0.113 0.410 3.262 0.963 19.03 4347 3.162 0.891 266E 5350 1.08E 0.797 •0.669 0.430 2406 0.923 600T150.91 0.1017 0.913 3.11 4.778 1.504 2.288 0.156 0.413 4.778 1.504 29.71 7359 4.778 1.444 43.23 10885 3.148 1.138 •0.656 OA21 2.415 0.926 600TI50.118 0.1242 1.115 3.79 5.886 1.829 2.298 0.186 OA09 6.886 1.629 61.64 13539 5.730 1.389 •0.647 0.415 2.422 0.929 60OT200.33 0.0346 0.346 1.18 1.913 0.622 2.352 0.126 0.604 1.542 0.333 6.59 622 0.138 0.847 •1.048 0.655 2.645 0.943 60OT200.43 0.0451 0.451 1.63 2.494 0.809 2.353 0.163 0.602 2.076 0.565 11A 1371 0,305 1.098 -1.044 0.652 2.643 0.844 60OT200-54 0.0566 0.565 1.92 3.145 1,015 Z369 6.203 0.600 2.759 0,759 (5,00 272$ 2,641 0.7t7 21.48 2728 0.604 1,381 -1,038 Ok49 2.846 0,046 600T200.68 0.0713 0.712 2.42 3.990 1.277 2367 0.254 0.597 3.698 t.034 20,42 4341 3.540 0.973 29.12 5350 1.206 1,746 4UO31 Ob44 2.850 0.849 GOOT200.07 0.1017 1.016 3.4S 6.773 1.016 2.386 0.3S4 0.591 6.758 1.667 32.95 7359 5.556 1.568 46.94 10885 3.499 2.510 4.016 0.635 2.659 0.854 600 T200.118 0.1242 1.239 4.21 7.122 2.214 2.398 0.426 0.586 7.122 2.051 61.42 13539 6.369 3.083 •1.006 0.628 2.665 0.858 60OT250.43 0.0451 0.496 1.69 2.9% 0.946 2.425 0.303 0.781 2.269 0.563 11.13 1377 0.336 2.004 •1A36 0.678 2.925 0.759 60OT250.54 0.0566 0,622 2.12 3.678 1.187 2A32 0.377 0.779 3.014 0.794 15.68 2728 2.881 0.732 21.92 2728 0.664 2,523 -1.430 0.874 2.927 0.761 60OT250.68 0.0713 0.783 2.67 4.670 1.495 2A42 0.472 0.776 4.066 1.085 21.45 4347 3.871 1.017 30.46 5350 1.327 3.198 -1.422 0.869 2.930 0364 60OT250.97 0.1017 1.117 3.80 6.767 2.129 2.462 0.662 0.770 6A41 1.775 35.08 7359 6.158 1.666 49.58 10885 3.849 4.616 •1.406 0.859 2.938 0.771 6DOT250.118 0.1242 1.363 4.64 8.3$9 2.698 2.477 0,798 0.765 8106 2.343 46.30 8936 7.990 2.188 65.51 13539 7.008 5.686 -1.394 0.852 2.943 0.776 80OT125.331 0.0346 0.363 1.24 2.895 0.711 2.824 0.036 0.313 2A41 OA07 8.03 465 0.145 0.456 •0,439 0.294 2.875 0.977 SOOT125.43 0.0451 0.473 1.61 3.773 0.924 2.824 0.046 0.311 3.484 0.640 12.65 1030 0.321 0.589 -OA36 0.292 2.874 0.977 800T125.54 0.0566 0.594 2.02 4.745 1.158 2.827 0.057 0.309 4.668 0.940 18.58 2039 4.426 0.824 24.66 2039 0.634 0.735 •0.432 0.289 2.677 0.977 800T125.68 0.0713 0.748 2.64 6.998 1.454 2.833 0.070 0.306 5.998 1.356 26.80 4087 6.956 1.216 36.39 4087 1.261 0.920 •0.427 0.286 2.881 0.978 800T125.97 0.1017 1.066 3.63 8.613 2.062 2.843 0.096 0.301 8.613 2.062 40.74 8843 8.613 2.062 61.72 10885 3.674 1.296 •0.417 0.279 2.889 0.979 800TI25.118 0.1242 1.301 4.43 10.569 2.506 2.850 0.114 0.297 . 10.569 2.606 86.21 16235 6.688 1.667 •0.410 0.274 2.895 0.980 SOOT150.33' 0.0346 0.380 1.29 3.180 0.781 2.891 0.060 0.397 2.569 0.414 8.18 465 0.152 0.751 •0.588 0.388 2.977 0.961 80OT150.43 0.0451 0.496 1.69 4.144 1.016 2.891 0.077 0.395 3.689 0.655 12.95 1030 0.336 0.972 •0.584 0.386 2.976 0.961 800TI50.54 0.0566 0.622 2.12 6.214 1.272 2.896 0.096 0.393 4.976 0.969 19.15 2039 4.692 0.844 25.27 2039 0.664 1.215 •0.580 0.383 2.979 0.962 80OT150.68 0.0713 0.783 2.67 6.694 1.699 2.902 0.119 0.390 6.527 1.412 27.91 4087 6.361 1.255 3T68 4087 1.327 1.526 •0.575 0.379 2.984 0.963 BOOT150.97 0.1017 1.116 3.80 9.479 2.269 2.914 0.165 0.364 9.479 2.269 44.83 8843 9.479 2.192 65.62 10885 3.849 2.162 •0.564 0.372 2.993 0.965 800TI50.118 0.1242 1.363 4.64 11.641 2.760 2.923 0.197 0.380 11.641 2.760 93.00 16235 7.008 2.627 •0.555 0.366 2.099 0.966 80OT200.33' 0.0346 0.415 1.41 3.749 0.921 3.005 0.135 0.571 2388 0.424 8.37 465 0.166 1.638 -0.917 0.689 3.194 0.918 90OT200.43 0.0451 0.541 1.84 4.887 1.197 3.006 0.175 0.569 4.043 0.676 13.35 1030 0.367 2.124 •0.913 0.587 3.193 0.918 80OT200.54 0.0566 0.679 2.31 6.152 1.601 3.011 0.218 0.567 6.505 1.009 19.93 2039 5.149 0.871 26.09 2039 0.725 2.664 •0.908 0.584 3.196 0.919 SOOT200.68 0.0713 0.854 2.91 7.786 1.888 3.019 0.272 0.564 7.306 1.490 29.45 4087 7.051 1.310 39.22 4087 1.448 3.357 •0.902 0.580 3.201 0.921 80OT200.97 0.1017 1.218 4.15 11.212 2.683 3.034 0.379 0.558 11.176 2,491 49.22 8843 10.833 2.347 70.27 10885 4.200 4.792 •0,889 0.571 3.210 0.923 80OT200.118 0.1242 1.487 5.06 13.785 3.269 3.045 0.455 0.553 13.785 3.059 91.59 16235 T646 5.854 •0.879 0.565 3.217 0.925 8DOT250.43 0.0451 0.586 1.99 5,629 1.380 3,100 0.326 0.746 4.693 0.739 14.60 1030 0,397 3.817 •1.274 0.801 3.433 0.862 OD01250.54 DO% 0,735 2.50 7,090 1.730 3,108 OA07 0,744 5.948 1.193 23.57 2039 5.816 0,959 28.71 2039 0,785 4.070 •1,266 0,798 3,436 0.864 8OO1250-68 0.0713 0.026 3.15 8.078 2A77 3AH 0.909 0.741 7.017 1.648 32.ST 4081 1.58E 1.560 46.72 4087 1.509 0.151 -1.281 0.793 3.441 0.88E 80OT250.97 OJO17 1.320 4A9 12.944 3.098 3.132 0.713 0.735 12.361 2.641 62.19 8843 11.872 2A87 74.47 10885 4.550 8.818 -1.247 0.784 3.450 0,869 80OT250.118 0.1242 1.611 5.48 15.930 3.777 3.144 0.860 0.731 15.822 3.448 68.14 12009 15.272 3.248 97.26 16235 8.285 10.807 •1,236 0.777 3.457 0.872 1000T125.43' 0.0451 0.563 1.92 6.630 1.305 3,431 0.047 0.290 5.886 0.819 16.19 822 0.382 0.973 •0.379 0.259 3.464 0.988 t000T125.54 0.0566 0.707 2.41 8.333 1.634 3.434 0.059 0.288 7.960 1.216 24.03 1628 7.479 1.055 31.59 1628 OYSS 1.212 -0.376 0.256 3.466 0.988 IOOOT125.68 0.0713 0.890 3.03 10.522 2.053 3.438 0.073 0.286 10.462 1.781 35.19 3261 10.165 1.575 47.15 326t 1.508 1.616 -0.312 0.253 3.470 0.989 1000T125.97 0.1017 1,269 4.32 15.077 2.912 3.447 0.100 0.280 15.077 2.907 57.44 8843 15.071 2.753 82A2 9507 4.376 2.123 •0.363 0.247 3.477 0.989 10DOT125.118 0.1242 1.549 5.27 18AT1 3.540 3.453 0.118 0.276 18.471 3.535 105.65 16235 7.966 2.558 •0.357 0.243 3.482 0.990 1000T150.431 0.0451 0.686 1.99 7.207 1.419 3.507 0.080 0.370 6.195 0.837 16.54 822 0.397 1.612 •0.513 0.345 3.564 0.979 IOOOT150.54 0.0566 0.735 2.50 9.061 1.777 3.511 0.100 0.368 8.430 1.249 24.69 1628 7.880 1.079 32.29 1628 0.785 2.013 •0.509 0.342 3,567 0.980 IGOOT150.68 0.0713 0.926 3.15 11.445 2.233 3.516 0.124 0.366 11.342 1.846 36.48 3261 10.774 1.621 48.63 3261 1.569 2.522 •0.505 0.339 3.571 0.980 1000T150.97 0.1017 1.320 4.49 16.413 3.170 3.526 0.171 0.360 16.413 3.165 62.54 8843 16.413 2.202 $6.90 9507 4.550 3.557 •0.495 0.332 3.579 0.981 1000T150.118 0.1242 1.611 5.48 20,121 3.657 3.534 0.204 0.366 20.121 3.852 115.32 16235 8.285 4.307 •0.488 0.328 3.585 0.982 1000T200.43' 0.0451 0.631 2.15 8.361 1.646 3.640 OJ83 0.539 6.722 0.861 17.01 822 - 0.428 3.540 •0.813 0.534 3.769 0.953 1000T200.54 0.0566 0.792 2.69 10.516 2.062 3.645 0.228 0.537 9.231 1.295 25.60 1628 8.660 1.111 33.2E 1628 0.845 4A34 •0.609 0.531 3.772 0.954 IDOOT200.69 0.0713 0.997 3.39 13.292 2.594 3.651 0.254 0.534 12.551 1.938 38.2E 3261 11.020 1.684 50,42 3261 1,620 6,616 •0.803 0.627 3.716 0.955 1000T200-97 0.1017 1A22 4.84 19,087 3,686 3464 0,397 0,52E 19,031 3,427 67.72 8843 18.653 3.081 92.25 9507 4.901 7.924 •0.791 0,619 3.786 0.954 10DOT200.118 0.1242 1.736 5.91 23.422 4.489 3.674 0.476 0.524 - 23.422 4.208 125.99 16236 8.924 9.649 -0.783 0.514 3.793 0.957 1000T260.431 0.0451 0.676 2.30 9.515 1.873 3.752 0.344 0.713 7.172 0.376 17.32 822 0.458 6.477 -1.147 0.737 3.987 0.917 IDOOT250.54 0.0566 0.84E U9 11.972 2.348 3.577 0.429 0.711 9.913 1.326 26.20 1628 9.141 1.132 33,89 1628 0,900 8,125 4 142 0,134 3.990 0.918 tOOOT250.68 0.0713 1,068 S,64 15.13E 2,954 3,764 0.536 0,708 13.618 1,997 39AO 3261 12.708 1.728 51.68 3204 1.811 10.240 -U3S 0.730 3.995 0.919' 11000T230.97 0,1017 1,523 5.1E 21,160 4,203 3.780 0.731 0.TO2 20.811 3.59E 71.05 8843 20.254 3,201 95.84 9507 5,252 14.617 -M22 0J21 4.005 01921 1000T250416 0.1242 1.860 E.33 26.723 5.122 3.791 0.905 0298 2E.538 4.721 93-29 13189 25.721 4.422 132,38 16235 9,662 17158 4112 0,715 4.012 0.923 1200T125.54' 0.058E 0.820 2.79 13.335 2.186 4.033 0.060 0.271 12.29E IA91 29.47 1354 11.460 1.286 38.51 1354 0.816 1.820 .0.333 0.230 4,055 0.993 1200TI25.68 0.0713 0.0566 0.905 3.08 16.464 2.699 4.286 0.236 0.610 14.078 1.582 31.26 1354 12.962 1.350 40.41 1354 0.966 6.714 •0330 0.487 4.357 0.972 12OOT200.68 0.0713 1.140 3.88 20.791 3.395 4.271 0.294 0.508 19.277 2.383 47.09 2713 18.026 2.058 61.62 2713 1 1.931 8.431 •0.725 0.483 4.362 0.972 'lveb height -to -thickness ratio exceeds 100. Web stiffenersare requ/ ed at ell support points end concentrated loads. Ullowable moment Includes cold work offorming. JMhere web height-to-thAnknessratio exceeds 160 orhange width -to -thickness ratio exceeds 60, effective properties are not calculated. See AISI S100 Sectional. Application ofthese products fn a non -composite design shall be approved by a design professional. See Table Notes on page 15. SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 JOB uNly, BWX'- '5ys" - SHEET NO. ( O OF CALCULATED BY LM C DATE FAX (425) 450-4076 SGALE e4m p WU I T-F ST t> v 6 s I ra I Tt�(33 S-6�i lU i PcMow PISi�le xa--1a� ( 1 FIRcl ! .sue ('GDA „`f•• ism q 5 - ,rn,� -- Ito- vdC���� t , �t ! " 0 nri� _..— 0 tI.A N co'h -j.�-�-=r—'— � -l- mlsil-sl,. � Ali - f !---- 5 � 4i r � • � ..._ m ( S'T GdAp OiG ON Tip K(lL Vv-hwvW ' JU Stud to Track Connections Click buttons below to enter studllrack section from main menu dropdowns Enter StudJ v ' - - --A / Enter Track Stud Section 6005162.54 33 V Track Section 600T125-54 33 V Stud Data Web Flat, h F- k.717 . (in) Thickness, t j7 0 056'G (in) Inside Radius, R f 0.0849 (in) Yield Point, Fy F 33 (ksi) Results Pnsl(ib) Eq. 82.2-1 1087.3 Eq. 82.2.2 -- NA -- Minimum 11187.3 Track Data Thickness, t 0.05-86 CM) Tensle Strength, Fut r- 45 — (W) Bearing Length, N F 1. 55 (in) Not adjacent to wall openings ASD LRFD Past() Phi x Pnst(lb) 633.ti - 978.5 . NA 638.fy _. . 976.5 ... T Bearing Length for Stud taken as track leg length Adjacent to wall openings ASD LRFD Past(b) Phi x Pnst(lb) 319.8 489.3 I NA F NA - 3i9.Q r -489.3 Stud to Track Connections 1ID .. 5R Click buttons below to enter studAfack section from main menu dropdowns Enter Track C_Enter Stud M1 Stud Section 600S162-54 (33)— Track Section I 600T200.54 (33) Stud Data Web Flat, h 5.717 CM) Thickness, t 0.0566 (in) Inside Radus, R 0.0849 [in) Yield Point, Fy 33 (ks7 Results Pnst(le) Eq. B2.2.1 1311.0 Eq. B2.2-2 R—Ar Minimum 1311.0 Track Data Thickness,t 0,Q566(in) Tensile Strength, Fut 1 45 (ksij Bearing Length, N 2,00 (in) Bearing Length for Stud taken as track leg length Not adjacent to wall openings ASD LRFD Paso) Phi x Pnsl(Ib) 771.1 1 1179.9 NA I NA 771.1 1 1179.9 Adjacent to wall openings ASD LRFD Past(b) Phi x Pnst(lb) 385.6 589.9 NA NA 385. 589.9 Screw Capacities `')ble Notes 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. j3 6. Pull-out capacity is based on the lesser of pull-out capacity In sheet closest to screw tip or tension strength of screw. 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength Is the lowest value listed In CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable Screw Connection•. • s6 screw I 8004" 010 Screw 012 Screw %" Screw Thickness Design (Pss = 643lbs, Pis 2 4191bs) (Pss■ 1278 lbs, Pts • 6861bs) (Psa! 16441bs, Pia =ti68 ibs) (Pss= 23301bs, Pts * 2326lbs) (Pssw 30481hs. P1s ■ 3201 Ibs) (Mih) Thickness y1e10 (ksi) Tensile (ksl) 0.13rd1a,0.272"Head 0.1W0,0,272"}lead 0.19Vd1a,0.34rHead 0.21Vdie,0.34rHetd OZVdia,"OrRead Shear Pull-out Pull -Over Shear Pull -Out PuR4ver Shear Pull -Out Puti•Over Shear Pull -Out Pull -Over Shear PuMuE Pu11.Over 18 Ok188 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 60 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 ill 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 ills 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 64 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 623 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 648 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 1 195 1 195 548 301 386 777 342 775 1016 396 1067 54 0.0566 50 65 214 140 140 426 171 191 134 191 386 169 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 715 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 388 777 405 775 1,016 468 1,067 18 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 715 1016 572 1 1067 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. Allowable Weld Capacity (lbs Thickness Design Fy Fu FBletWalds Flare Groove Welds (Nis) Thickness Yield Tenslk (ksl) fksl) Longttvdlnal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 $32 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 .t .I 54 0.0566 50 65 905 1566 985 1202 68 0.0713 60 65 1140 1972 1241 1 1514 97 0.1017 50 65 1269 1269 .I .I -'.cm wpouq- .w ...alc"a, rrac.v.cab grea,er man a. J a rcqunes engineerrng juogmear to aerermme leg or rveias, )VI ana w". ly ESR-2269 ) Most IMdelyAccepted and Trusted Page 4 of 10 7.0 IDENTIFICATION 7.2 The cold -formed steel clip angles must be identified 7.1 Each package of fasteners is labeled with the fastener as described in ESR-2570. type and size, the manufacturer's name (Hilti) and the evaluation report number (ESR-2269). An "H", for Hilti, is imprinted on the head of the fastener as shown in Figures 1 and 2. MsNt�P_ V40FS OT-0 � TABLE 1—APPLICATION DESCRIPTIONS BASE MATERIAL POWDER -ACTUATED FASTENER INSTALLATION METHOD LOAD DATA Steel X-U and X-U 15 Fasteners Standard Table 2 Steel X-U Fastener Through cold -formed steel clip angle Table 7 Normal -Weight Concrete X-U Fastener Standard Table 3 DX-KWIK Table 4 Hollow Core Precast Concrete X-U Fastener Standard Table 3 Sand -lightweight Concrete X-U Fastener Standard Table 5 3-inch Deep Composite Floor Deck Panel X-U Fastener Standard 11/2-inch Deep Composite Floor Deck Panel X-U Fastener Standard Hollow Concrete Masonry Units X-U Fastener Standard Table 6 Grout -Filled Concrete Masonry Units X-U Fastener Standard TABLE 2—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO STEEL""' (Ibf) FASTENER FASTENER SHANK STEEL THICKNESS (in.) DESCRIPTION DIAMETER 3 , 3 t a Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Universal Knurled Shank X-U 0.157 500 720 775 720 935 720 900 720 3504 3754 2753 3503 Universal Knurled Shank X-U 15 0.145 155 400 230 395 420 450 3655 5005 3655 4005 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N; 1 ksi = 6.9 MPa. 'Allowable load capacities are based on base steel with minimum yield strength (Fr) of 36 ksi and minimum tensile strength (F„) of 58 ksl. 2The fasteners must be driven to where thepoint of the fastener penetrates through the steel base material, unless otherwise noted. Based upon minimum point penetration of is inch. 4Based upon minimum point penetration of inch. BBased upon minimum point penetration of t$/32 Inch. AAIlowable loads are applicable to static and seismic loads in accordance with Section 4.1. TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL -WEIGHT CONCRETE"' (Ibf) FASTENER DESCRIPTION FASTENER SHANK DIAMETER (in.) MINIMUM EMBEDMENT (in.) CONCRETE COMPRESSIVE STRENGTH 2000 psi 4000 psi 6000 psi Tension Shear Tension Shear Tension Shear Universal Knurled Shank X-U 0.157 3/4 100 125 100 125 105 205 1 165 190 170 225 1103 2803 11/4 240 310 280 310 1 180 425 11/2 275 420 325 420 1 — — For SI: 1 Inch = 25.4 mm, 1 Ibf = 4A 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 also applies to normal weight hollow core concrete slabs with P, of 6600 psi and minimum dimensions shown in Figure 6, when installed in accordance with Section 4.2A. 1i ESR-2269 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 4—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL -WEIGHT CONCRETE USING DX-KWIK''2" (Ibf) FASTENER FASTENER SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH DESCRIPTION DIAMETER EMBEDMENT 4,000 psi 6,000 psi Tension Shear Tension Shear Universal Knurled Shank X-U 47 P8 w/ DX-KWIK 0.157 11/2 395 405 360 570 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6895 Pa. 'X-U Fastener is installed using the DX-KWIK drilled pilot hole installation procedure described in Section 4.2.4. 2Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength. 'Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. TABLE 5—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO MINIMUM f'e = 3000 psi STRUCTURAL SAND -LIGHTWEIGHT CONCRETE WITH OR WITHOUT METAL DECK' (Ibf) FASTENER DESCRIPTION FASTENER SHANK DIAMETER (in.) MINIMUM EMBEDMENT (in.) FASTENER LOCATION Installed Into Concrete Installed Through Metal Deck Panel into Concrete $ 3-Inch deep composite floor deck panel2 02-inch deep composite floor deck panel' Tension Shear Tension Shear Tension Shear Upper Flute Lower Flute Upper Flute Lower I Flute Universal Knurled Shank X-U 0.157 3/4 125 115 130 95 246 95 95 370 1 205 260 215 155 330 125 125 415 11/4 315 435 295 200 375 — — — 1'/2 425 475 400 260 430 — — — For SI: 1 inch = 25.4 mm, 1 Ibf = 4A N. 1 psi = 6895 Pa. 'Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2The steel deck profile for the 3-inch deep composite floor deck panel has a minimum thickness of 0.0359 inch (0.91 mm) and a minimum Fy of 33 ksi. Lower and upper flute width must be a minimum of 37/8 inches. Figure 3 shows the nominal flute dimensions, fastener locations, and load orientations for the deck panel profile. Sand -lightweight concrete fill above top of steel deck panel must be minimum 31/4 Inches thick. 3The steel deck profile for the 11/2-inch deep composite floor deck panel has a minimum thickness of 0.0359 inch (0.91 mm) and a minimum Fy of 33 ksi. Lower flute and upper flute widths must be a minimum of 13/4 inch and 31/2 inch, respectively. This deck panel may also be Inverted as shown in Figure 5. Figures 4 and 5 show the nominal flute dimensions, fastener locations, and load orientations for the deck panel profile. Sand -lightweight concrete fill above top of steel deck panel must be minimum 21/2 inches thick. CConcrete thickness must be a minimum of 3 times the embedment depth of the fastener. BMinimum allowable spacing parallel to the deck flutes is 5.1 inches. -T(+E 10"C(W IS SOLif) 6(Z09t � TABLE 6—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO CONCRETE MASONRY UNITS""'(Ibf) / FASTENER FASTENER SHANK MINIMUM HOLLOW CMU GROUT -FILLED CMU DESCRIPTION DIAMETER EMBEDMENT in. ( ) in. ( ) Face Shell Mortar Joint4 Face Shell Mortar Jolnt4 Top of Grouted Cell, Tension Shear' Tension Shear$ Tension Shear' Tension I Shear Tension I Shear' Universal41- Knurled Shank X-U 0.157 1 70 85 25 70 225 220 150 190 165 240 'The tabulated allowable load values are for fasteners installed in masonry conforming to the requirements of Section 3.3 of this report. 2No more than one tow -velocity fastener may be Installed in an Individual concrete masonry unit cell. The fastener must be Installed a minimum of 4 inches from the edge of the wall. 3Fastener can be located in the face shell or mortar joint as shown in Figure 7 of this report. 'Fasteners must be installed a minimum of 8 Inches from the end of the wail. Multiple fasteners In a bed joint must be spaced a minimum of S-hearrlload direction can be horizontal ical (bed joint or T-Joint) along the CMU wall plane. °Fastener located in center of grouted ceded vertically. 'Shear load can be in any direction. _�= SHUTLER CONSULTING -_� ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB UQIV, BGbG S`{S4- (LACI-�QG SHEET NO. ! a OF, CALCULATED BY I-W' DATE SO 5 SCALE- '�J>u ��b — 0t'A1 �— I 1771 1 Maix p i I1<J I o = 5 P 1- 1 (i1N Y( L,<%l�r J�(�1 Ici �� .i"JI �r �- US5t. PY( I ItI � r f _ _ _ MAK PD a,v R S � �•>�-5 I I � p5(�' Lei uw U uu U� �o (� V - n fC A =pia Oil- 5 �J"Vj itT IS V101 VT. 00 _ SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, "/A 98005 (425) 450-4075 JOB U'�J ► V , Q Ut'G SYS . -- P-NC'k1-\ N Q) SHEET NO. U OF CALCULATED BY L MC iC DATE 1-304 5 FAX (425) 450-4076 SCALE I (SST ff �, __rITI-s�, _ - _ - 4_Wi� _ ssjj�� ly s von�� P � s r N -O _ T .W -r AI - s ii. �' \4 _ 1 Y- . d_ �N.17��� t�!°I I 14 lt ��.[W `� I SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB !1N\V �ji,DC� S`,'S !?Ac,(ct N$ SHEET NO. 1 � OF CALCULATED BY Um. (— DATE " J - 3,0'r -5 r w tj C _ _ — �C o►/ __ a� _ __ _ �.- yo 5 _ BSI 11 _ ax__ Li u:=r0.3 - s m A u I - a 5 .k I i�nA 07N._ yrlxg Jt L t 1 _u 6 AND I-- d -r) o 0 — (,kb RIK -) A�, -6t u tV 11- ___�1-71 SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 90005 (425) 450-4075 FAX (425) 450-4076 JOB UN%V - Pktlb S`fS- (ZAC4--' ( i7 SHEET NO. QO OF CALCULATED BY N 11 - DATE SCALE 4�i o wi i os bmv ( A i 6 01,rr � w. 1--- L:3 �� f I - —... — - •I► COT4 , i ar �5 P, 'r i � t-wn J � � 1 to 13 I Sic bt��S '� iri I'� _1 � _ _I ( off` _!_ I a,�il C) I i. 3Llif -f o J ._ _ t_ _ I .. To P� it s (IOU J :I - - %J ! � 6, I� k I ,G 5 « a f ('i t+ X _ V I . c� IIt )e n -PL (�q — f = Ye JOB �,1 tJ�V • !3©C� Sit, (' cl^ tJ C� SHEET NO. � ` OF CALCULATED BY "PK DATE I D- I / rJ - t' ti fir, 1 , 1\ d � CZL �'•} `� if b -4�i 1 t - - - -- - V EG �� �L`� r E j I ? _._._.. ------- --- - ----- I --------- - f fff I E _ f ��M SHUTLER _M- CONSULTING �_M ENGINEERS, INC 12503 Bel -Reel Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 JOB oKml. PSUS6 S`iS (SAC itJ(, SHEET NO. A/a OF, CALCULATED BY W(- DATE 1- 9,61-15 FAX (425) 450-4076 ZA ALt DIA6.310 Nil- 1 !LnU - _ {f, 0 - IN 3 3 MCI J 0 >0- e W = 4PO _ _ _ - c -EL _ L.IL r f ---. 3) ... 0 1 x Q. - � Q SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB w t V. bupG 5i' S- R MAIL l N 6 SHEET NO. rat OF. CALCULATED BY GM DATE a9' ( J SCALE a a - ,t t L •� E lu 3 a o _ -- c to All e- - i'71 00 7t& w - r I x 5 i i o t -,1/k a WYk - a-- 101wY3 .44 CNN. pi I! \'A ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 10/1/2016 Ir SECTION DESIGNATION: 6005162-54 (33] Single Input Properties: Web Height = 6.000 in Design Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Point, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 37.1 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data - Simple Span Wall Height 5.00 ft Deflection Limit U240 Lateral Pressu"�uFe .00 psf f� Axial Load 40 b Stud Spacing 16.0 in ? N Check Flexure Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: None Cb = 1.14 Me = 3890 Ft -Lb My = 2622 Ft -Lb 0.56 My < Me < 2.78 My Mc = 2368 Ft -Lb Sc/Sf = 1.00 Mmax = 21 Ft -Lb <= Ma = 1418 Ft -Lb Check Deflection Deflection Limit: L/240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.001 in Deflection Ratio = L/54004 Check Shear Vmax = 17 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2739 lb >= Vmax Check Web Crippling Rmax = 17 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 395 lb >= Rmax, stiffeners not required Check Axial Interactions P = 400 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced I_ ea tc�h. KyLy and Ktlt = 60.0 in Max KL/r = 105 Allowable Pure Axial Load, Pa = 3962 I :m7x�ial Load Ratio, P/Pa = 0.101 K-phi for Distortional Buckling = 0 Ib*in/in P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 0.116 <=1.0 ��_ SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 jOB 0010, B DC� -. Sys,- PAc{c-t 0 G SHEETNO. #)15 OF CALCULATED BY DATE 10'21- 1 FAX (425) 450-4076 6UALt psF x� Ir It _. _. ' !0 3 1 i�''*y_=_! 15 1A) / 0 p� 'rt IG D"s LAT. Giti1 V WA rbyr t G SKIS t2 '� lie I) C- ivt ND'. - I V P t 0, _ DD r NftItAw u- r 1 10/1/2016 Design Maps Summary Report Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.472160N, 122.25408°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III hoom B o j mapquest ' ISGS-Provided Output Ss = 1.466 g S, = 0.548 g 90D Srlrt;k f 5D9 599 O onton u,en Tukwil II`O� NORI -H "6 167 A M E R I C A s ire d `- 15 I►lapQuSoma a!a P ' 4•10 m MapQaest Sms = 1.466 g Sos = 0.978 g SM, = 0.822 g Sp, = 0.548 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum 1.65 1.50 1.25 1.20 1.05 �0 0.90 v to 0.75 0.60 0.45 0.30 0.15 0.00 0.00 0.20 0.40 0.40 0.20 1.00 1.20 1.40 1.60 1.00 2.00 Period, T (vac) 1.10 1.00 0.90 0.80 0.70 Oi 0.60 V H 0.50 0.40 0.20 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sac) Design Response Spectrum Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httpl/ehp2-earlhquake.wr.usgs.gov/desigrim aps/us/sum m ary.php?template=m inimd &latitude=47A7216&longitude=-122.254082&si teciass=3&riskcategory=0... 1/1 Latitude and Longitude of a Point par! Rep el Remove Last Blue Marker Center Red Marker Get the Latitude and Longitude of a Point When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point are inserted In the boxes below. Latitude: 47.477160 Longitude: I•122.254082_.^ Show Point from Latitude and Longitude Use this If you know the latitude and longitude coordinates of a point and want to see where on the map the point is. Use: + for N Lat or E Long - for S Lat or W Long. Example: +40.689060-74.044636 Note: Your entry should not have any embedded spaces. Decimal Deg. Latitude: Decimal Deg. Longitude: Shos4 Point City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 9/2/2016 ERIN BROUILLETTE 5209 LAKE WASHINGTON BL NE - STE 200 KIRKLAND, WA 98033 RE: Permit No. D15-0273 UNIVERSAL BUILDING SYSTEMS 14520 INTERURBAN AVE S UNIT #100 Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/26/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/26/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, � Rachelle Ripley' Permit Technician File No: D15-0273 6300 Southeenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 lFreiheR & Ho architects December 2, 2015 City of Tukwila Community Development Department 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ATTN: Permit Center — Bill Rambo RE: Response to Building Permit Comments Universal Building Systems — Rack Storage Permit #: D15-0273 Addressee, We are resubmitting revised plans dated 12/02/2015 and designated as Revision 1 "Rack Storage Permit Resubmittal" Please find a response to each of your correction comments, numbered to match the permit comment letter dated 11/16/2015: Building Review Notes: 1. Please provide a floor plan of the warehouse where the racks shall be installed. On the floorplan show the rack storage configuration with aisle dimensions, dimensions of common paths of travel to the exits and depending on the number of racks and aisles specify egress lighting for the common paths of egress leading to the exits. Include dimensions and square footage of the warehouse and include the occupant load of the warehouse. Response: Please see added sheet A3.00 for rack storage configuration, dimensions and associated exiting requirements as listed above. I hope you find these responses acceptable. Please feel free to contact me, should you have any further comments. Sincerely, Freiheit & Ho Architects Inc., P.S. Erin Brouillette DEC 0 2 2015 PERMIT CENTER A15-280 2015-12-02 RACK STORAGE PERMIT RESPONSE LETTER.DOC O R R E CTON LTR# blt�e OZI?> TEL: 425 827 2100 FAx: 425 828 6899 WEB: www.FHOARCH.COM ADDRESS: 5209 Lake Washington Blvd N.E. I Ste 200 1 Kirkland I WA 198033 iCFC�f�t�PfCI��fCi�f�RfCF�FCFCFCfCFCfCiCfCfCRiCRfCR�RfCRRfCFGFCfCRiCfCR�RfCFCRfCfCfCRt'Ct��fCRRRfCRfCfCfCFCfGfCfC fCFCFCPfCRRfCfCRRfCfCfCFCRRiCfCRF�fCfCt�FCiCRPfCfCfCECfCfCfCf�FGPFCRfCRRfCRRFCRRfCFCFCFCRPRRfCFCfCfGRRfCPiCRR� FREIHEIT 9 HO ARCHITECTS, INC, P.S fCfCfCfCfCtfiiCfCfCfCfCi�FCRRffiiCRRFCFCfCFCf�RPfCfCfCR�iCRFC�RfCRfCfCRRiCf�FCfCF�FCRFCfCfCiCiCfCi�iCfCfCfCiCRRF�f��Rf�fC City of Tukwila Department of Community Development November 16, 2015 ERIN BROUILLETTE 5209 LAKE WASHINGTON BL NE - STE 200 KIRKLAND, WA 98033 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0273 UNIVERSAL BUILDING SYSTEMS - 14520 INTERURBAN AVE S UNIT #100 Dear ERIN BROUILLETTE, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 1 ]x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" to be stamped and signed. [Electronic copies shall not be approved.] (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Please provide a floor plan of the warehouse where the racks shall be installed. On the floorplan show the rack storage configuration with aisle dimensions, dimensions of common paths of travel to the exits and depending on the number of racks and aisles specify egress lighting for the common paths of egress leading to the exits. Include dimensions and square footage of the warehouse and include the occupant load of the warehouse. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, Bill Rambo Permit Technician File No. 1315-0273 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0273 DATE: 12/08/15 PROJECT NAME: UNIVERSAL BUILDING SYSTEMS SITE ADDRESS: 14520 INTERURBAN AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: /UUC,-.1f-(T Building Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 12/10/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/07/16 Approved ❑ Approved with Conditions Corrections Required ❑ (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0273 DATE: 10/23/15 PROJECT NAME: UNIVERSAL BUILDING SYSTEMS SITE ADDRESS: 14520 INTERURBAN AVE S - SUITE 100 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued - 1 - TTI -n Iq co \ g*17 - Building Division In Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: AK AWC Fire Prevention Planning Division ❑ Structural ❑ Permit Coordinator P DATE: 10/27/15 Structural Review Required ❑ DATE: DUE DATE: 11/24/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only ` (� CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 1211812013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: htW:11www.c0ukwi1a.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �2 2• ��� Plan ChecWPermit Number: D 15-0273 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 eMRECEMM 1 KKU ❑ Revision # after Permit is Issued IDEC 02 015 ❑ Revision requested by a City Building Inspector or Plans Examiner a�E�o<trt .r;E�l^r�A Project Name: Universal Building Systems Project Address: 14520 Interurban Ave S, Suite 100 Contact Person: 6P. ►l�i YVWIV1ti TS Phone Number: W�0• $l/t- Summary of Revision: ..b.. ► • it ��' . ' i Sheet Number(s): jk72.00 "Cloud" or highlight all areas of revision including date of xevision Received at the City of Tukwila it Center by: (,/V/ [" Entered in TRAKiT on 1PerJr 5 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Universal Building Systems Page 1 of 2 Home Inicio cn I.:spauol Contact Safety Claims & Insurance (a Washington State Department of Caber & Industries Universal Building Systems Owner or tradesperson 27565 265th Ct SE RAVENSDALE, WA98051 Principals 425-736-5258 Lorenz, Brandon R, PARTNER/MEMBER KING County Doing business as Universal Building Systems WA UBI No. Business type 603 442 799 Limited Liability Company Governing persons BRANDON Search L&I A-Z .Index Help Nly Secure. I. `0 Workplace Rights Trades & Licensing LORENZ KEN LORENZ; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ......................................................................... Meets current requirements. License specialties GENERAL License no. UNIVEBS863PM Effective — expiration 10/14/2014-10/14/2016 Bond .............. Hudson Insurance Company $12,000.00 Bond account no. 10031737 Received by L&I Effective date 09/24/2015 10/09/2015 Expiration date Until Canceled Great American Ins Cc $12,000.00 Bond account no. 3036307 Received by L&I Effective date 01/06/2015 12/17/2014 Expiration date Until Canceled Bond history Insurance Ohio Security Ins Co $1,000,000.00 Policy no. BKS56367000 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603442799&LIC=UNIVEBS863PM&SAW= 12/30/2015 n RACK STORAGE FLOOR PLAN Scale: 3116" =1'-0" NI n RACK STORAGE FLOOR PLAN GENERAL NOTES 1. SEE STRUCTURAL FOR RACK STORAGE DIMENSIONS, VIF. 2. ALL DIMENSIONS ARE FROM FINISH FACE UNLESS NOTED OTHERWISE. 3. PATCH AND REPAIR FINISHES AS REQUIRED. FLOOR PLAN KEYNOTE LEGEND KEYNOTE RS-01 RS-02 RS-03 RS-04 RS-05 RS-06 RS-07 DESCRIPTION Et °e = r 00 c2 V- fL1 iu W im U) r °D r� il- O IW-' c'a � Qi •7 r1 i 'r w1 !�yy�J!'`` P PTT 711 Ii W w+ IY W W 7 J z 19 Oil Lv�cas PII9M9 §a L Va rd W City of Tukwila ` W UIL.DING DIVISION z- M ` 2 fl-A C12C!C� N fx:itxcb CIE Z tl STEEL RACK STORAGE WITH PLYWOOD SHELVES, PER STRUCTURAL �dU STEEL RACK STORAGE WITH ANGLED SHELVES, PER STRUCTURAL STEEL AND CONCRETE WAREHOUSE STAIRS, UNDER SEPARATE PERMIT CAI TENANT IMPROVEMENT, UNDER SEPARATE PERMIT io.CZ. E MEZZANINE EGREES PATH & OCCUPANT LOAD VA.;H fA2 Rt�W LU HIGH -BAY LIGHTING ABOVE, UNDER SEPARATE PERMIT & s 2 PORTION OF RACK STORAGE TO BE REMOVED FOR TENANT IMPROVEMENT SCOPE- " bk 121 U %. Uw e:A 12UQn CODE PLAN GENERAL NOTES 1. SPRINKLER SYSTEM TO BE APPROVED BY FIRE DEPARTMENT PRIOR TO INSTALLATION. i2 f�:'M N. 2. THE PROJECT CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO MAINTAIN BUILDING SAFEGUARDS, a. f'.'ct'.'t' G EXITS, AND FIRE PROTECTION DEVICES. PROTECT ADJACENT PROPERTIES, WORKERS, PEDESTRIANS, AND OTHER m "V PERSONS DURING CONSTRUCTION OPERATIONS. ua c� 3. EMERGENCY ILLUMINATION SHALL HAVE AT LEAST AN AVERAGE OF 1 FOOT-CANDLE AND A MINIMUM OF 0.1 FOOT u9 "» ° CANDLES MEASURED AT ANY POINT ALONG THE PATH OF EGRESS AT THE FLOOR LEVEL.; CODE SUMMARY 1 V SA.x � Q REVISIONS e-,2 shall No changes a be made to the scope' ��im � U of work withot*it prior approval of i%wila Building Division_ �- �V_ rSw twill , • and may include additional plan review fee;. OCCUPANCY UNDER SEPARATE PERMIT - FOR REFERENCE OCCUPANCY PER IBC 309: B (OFFICE) S-1(STORAGE) OCCUPANT LOAD PER IBC 1004.1.1: 17 6 TOTAL OCCUPANT LOAD: 50 OCCUPANTS REQUIRED: PROVIDED: MINIMUM NUMBER OF EXITS PER IBC 1015.1: 2 3 EGRESS WIDTH PER IBC 1005: 10.0 INCHES MIN 108" MINIMUWI.60OR WIDTH PER IBC 1008.1.1: 32 INCHES MIN 36 INCHES EXIT SEPARATION DISTANCE: 58'-9" (11T-6"/2) 62'-3" EXIT DISTANCES FOR WORKSHOP SPACE (T.I. UNDER SEPARATE PERMIT) ALLOWED: PROVIDED: LONGEST COMMON EXIT PATH PER IBC 1014.3: 75' MAX. 42'-10" EXIT ACCESS TRAVEL DISTANCE PER'IBC 1016.2: 200' MAX. 62'-6" CODE PLAN LEGEND :► EXIT SIGN WITH EMERGENCY LIGHTS OCCUPANCY COUNT AT EXIT r Pla" i A31AOW Pprovel is sublad to errors and omissions. Approval of c nsiruction dcrcurrmonts does not authorize tho violation of vrly adoptedcodo or ordinance. Receipt Of approvcd'Fi Copy and conditions, is acknowledged: By: Z Date:µ_ 9 2r. e7 Clty of Tukwila BUILDING DIVISION REWEWI 5 FOR CODE COMPLIANCE AI P JOV DEC 17 2015 A-r 4- City of Tukwila BUILDING DIVISION M 00 F (WORKSHOP) w ,U 01 �! 27 M11U�& — C :4_ ?. THEREFORE: 0 U-.' f OK OK f `n v12: OK 'F4 q.w w OK : #s,~ea z eW a 'ra THEREFORE:° r c OK e4 OK five m s ij. o t k <,2 uIi cs: U) 12 T_k Y $312 REGISTERED ARCWMT '' AYtAl�i S. HIS LS 1 STATE OF PJVVGTt?N REV DESC RIPTION DATE ' 112015 '` ,. E R SU A ga 0CTI2. 0`yyp'pp Cry Y}C C_ DEC 0' 2 2015 PERMIT CENTER RACK STORAGE xµ' FLOOR PLAN CORRECTi dA'� ='= �00�_ M. �T. pwv 3�m C:1Users\ebrouillefte\Documents\A15-280 Universal Building Systems CENTRAL_ebrouillette.rvt 2 (E) WALL PER PLAN---- (E) 1—#8 SCREW TOP & BOTTOM EACH JOIST & JhIST) O (TYY) ER PLAN (E) 0.145" Ox2" PINS ® 24"o.c. MAX. (E) JOIST PER PLAN (E) PLYWOOD PER PLAN (E) BEAM PER PLAN SECTION A- 1.0. SCALE: %"=1'-0" EXISTING LT. GA. BEAM WITH WEB CONNECTION TO POST --, EXISTING CONTINUOUS LIGHT GA. POST NEW T 16 GA.x4x6 w/4-#8 SCREWS EXISTING LIGHT GA. BEAM WITH NO WEB CONNECTION TO POST SECTION D 1.0 SCALE: 3'4"=1'-0" EXISTING LIGHT GA. POST (TYP EXISTING LIGHT GA. POST WEB NEW T 16 GA.x4x6 w/8—#8 SCREWS EXISTING CONTINUOUS _IGHT GA. BEAM . z VEW FE16 GA.x4xl2 N/12—#8 SCREWS SECTION G-1.0 SCALE: %"=1'-0" (E) POST PER PLAN (N) PLATE & SCREWS PER SECTION C-1.0 & SECTION D-1.0--, (E) 1-#8 SCREW TOP & BOTTOM ® EACH JOIST JOIST) (TYP.) -� (E) BEAM PER PLAN �E) 2-#8 SCREWS JOIST -TO -POST) (E) JOIST PER PLAN SECTION B-1®0 SCALE: 1 "=l'-O" EXISTING PIN INTO CONC. @ 24"o.c. MAX. EXISTING LT. GA. STUD (E) CMU WALL PER PLAN (E) 1—#8 SCREW EACH FLANGE (TYP.)— EXISTING 3-#8 SCREWS TO STUD AT WALL (TYP.) EXISTING NESTED JOIST EXISTING CONC. WALL SECTION E- 1.0. SCALE: %"=1'-0" (E) CONT. BEAM PER PLAN (E) TURNED DOWN JOIST PER PLAN SECTION H-1,0. SCALE: %"=1'-0" EXISTING CONTINUOUS LIGHT GA. POST N - 2>22 > NEW R16 GA.x4x12 w/8—#8 SCREWS I i EXISTING LIGHT GA. BEAM (TYP.) T { 1y2,> _ D_ I I `- TYP. 13„ SECTION C-1.0 SCALE: ;Y4"=1'-0" (E) 3—#8 SCREWS (E) NESTED HOF EACH SIDE (TYP.) —�� A / JOIST PER PLAN (TYP.) ZX+(E) O EWS EACH (E) POST (TYP.) PER PLAN (E) #8 SCREWS 6"o.c. (TYP.) (E) CONCRTE WALL PER PLAN z• O II \—(E) NESTED DIAGONAL �L MEMBER PER PLAN i,,.n N SECTION F-1.0 SCALE: Y2"=l'-0" (E) LIGHT GAGE PLATE ON INSIDE OF BEAM WEB (E) #8 SCREW (TYP.) I I MIN Y4» Y4» (E) BEAM MIN. MIN. PER PLAN HIGH BEAM SPLICE (E) #8 SCREW 4SCREWS ((TYP.) NEW PLATE & PER (E) LIGHT GAGE 1.0 SECTION G-1.0 PLATE ON INSIDE ova OF BEAM WEB I — Y2„ (E) NON— CONT. — MIN. POST PER PLAN — — — — — (TYP.) Y» 4 MIN. LOW BEAM SPLICE SECTION J-1.0. SCALE: 1 "=l'—O" GENERAL NOTES CODE: INTERNATIONAL BUILDING CODE, 2012 EDITION BUILDING RISK CATEGORY = H LIVE LOADS: WIND................................................110 MPH ZONE, EXPOSURE "B" RACK LOAD .............................. 24 PSF SEISMIC DESIGN INFORMATION: R= 4 Qo = 2.5 (ASCE 7-10, TABLE 12.2-1) Ss = 146.6% SDs = 0.978 Si = 54.8% SDI = 0.548 Cs = 0.245 III = 1.0 SITE SOIL CLASS = E SEISMIC DESIGN CATEGORY = D LIGHT GAGE STEEL FRAMING: ALL GALVANIZED 97,68 AND 54 MIL. STUDS, TRACK BRIDGING AND ACCESSORIES SHALL B FORMED FROM STEEL THAT CONFORMS TO ASTM A446, GRADE D WITH A MINIMUM YIELD 50,000 PSI. ALL GALVANIZED 43 AND 33 MIL. STUDS, TRACK BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE REQUIREMENTS OF ASTM A446, GRADE WITH A MINIMUM YIELD OF 33,000 PSI. ALL GALVANIZED STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM 525. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 17 2015 City of Tukv ila BUILDING DIVISION t� E OF0 M N ~ t' 0M� O Z COMM � MCl-I-1 W Qm 4 m MUM z mf Q J 00 m 000 came W 62 F. Q�0 z Qj ME ICI; p w ! 0 C120 M Y: a04 CA 0a I tlla C1.1G a eg. wo 000 0CIO N f.j. ' r. 0'.(: � (M 0uy 0�] Nyy �a-, twM `>as Y ILA (09 Q M M Ga. a 0.�. 1 c0 M4,20 U Mee 0002 U. 0A fa C tv 01 fl! 4e9n'-. �w ci C r��+vg�.� woo co CA N y� FAY v)/ l�0 A � � mILA FFH_�I W M. 0 M o, W W o � 1 v, o age W s ��� ENMae oleoi2 S2 T v U W 1; 0.. 000 -- -2� Coo �k" 6! Cf., E CaL 6.0 kn Z UZI ' N Ct 0 oN m to > N .. Lo QCA 1 .� o -- € @a�a. 01 cm CM came Ln r- e 'a }j � irj 0 r Q1 fu N co O i •L _ N O U WILA DEC 0 2 2015 PERMIT CENTER %zt(3!i�etia= �t 'e"4 • g�r�33;�,r y;rt Cc 2. G ENGINEER: JH REV DESCRIPTION DATE BUILDING PERMIT 10-15-15 SUBMITTAL DRAWING NAME: SPECIAL INSPECTION & GENERAL NOTES 1.0 1 OF 2 JECT No.: 15.41.01 33'-6" 22'-0" 4'-8" 8'-8" 2,-0„ 2,_8„ I 7,-2„ 1'-6„I BM. �- BM. 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