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Permit D10-148 - MICROSOFT - STORAGE SHED
MIC' OSOFT 3433 S 120 PL D10 -148 City o*Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 1023049081 Address: 3433 S 120 PL TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D10 -148 Issue Date: 06/25/2010 Permit Expires On: 12/22/2010 Tenant: Name: MICROSOFT Address: 3433 S 120 PL , TUKWILA WA Owner: Name: SABEY CORPORATION Address: 12201 TUKWILA INTL BLVD , 4TH FLOOR 98168 Phone: Contact Person: Name: JACK FAIRCLOTH Address: 5005 3 AV S , SEATTLE WA 98134 Phone: 206 255 -3208 Contractor: Name: MCKINSTRY CO LLC Address: PO BOX 24567 , SEATTLE WA 98134 Phone: 206 762 -3311 Contractor License No: MCKINCL942DW Expiration Date: 03/16/2012 DESCRIPTION OF WORK: PROVIDE AND INSTALL 250 SF STEEL AND METAL FRAMED STORAGE SHED Value of Construction: $18,735.00 Fees Collected: $748.15 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: IA Occupancy per IBC: 26 * *continued on next page ** doc: IBC -7/07 D10 -148 Printed: 06 -25 -2010 J��tLA h% City o Tukwila n1�ZDepartment of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 -431 -2451 Web site: http: //www.ci.tu/nvila.wa.us Permit Number: D10 -148 Issue Date: 06/25/2010 Permit Expires On: 12/22/2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or t j. erformance of work. I am authorized to sign and obtain this development permit. Signature: Prin Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -7/07 D10 -148 Printed: 06 -25 -2010 • � 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: http: / /www.ci.tukwila.wa. us Parcel No.: 1023049081 Address: 3433 S 120 PL TUKW Suite No: Tenant: MICROSOFT PERMIT CONDITIONS Permit Number: D10 -148 Status: ISSUED Applied Date: 06/09/2010 Issue Date: 06/25/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: Manufacturers installation instructions shall be available on the job site at the time of inspection. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 15: 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 doc: Cond -10/06 D10 -148 Printed: 06 -25 -2010 • 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: http: / /www.ci.tukwila.wa.us Building Official from requiring the correction of errors in the construction documents and other data, * *continued on next page ** doc: Cond -10!06 D10 -148 Printed: 06 -25 -2010 • 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: http://www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signatur Pr �' ame: Date: doc: Cond -10/06 D10 -148 Printed: 06 -25 -2010 CITY OF TUKWIL.. Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp.-/AvInv.ci.tukwila.wa.us SITE LOCATION Building Permit No. VIO /4 Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. '..(For office use only) 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 Address: 3433 S. 120th PI, Tukwila WA 98003 Tenant Name: Microsoft King Co Assessor's Tax No.: t U 2.- I, 1, 0L Suite Number: Floor: New Tenant: ❑ Yes .. No Property Owners Name: Mailing Address: State City Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Jack Faircloth Day Telephone: (206) 255 -3208 Mailing Address: 5005 3rd Ave S. Seattle WA 98134 E -Mail Address: erikal @mckinstry.com City State Fax Number: (206) 832 -8769 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: McKinstry Mailing Address: 5005 3rd Ave S. Seattle WA 98134 State City Contact Person: Jack Faircloth Day Telephone: (206) 255-3208 E -Mail Address: erikal @mckinstry.com Fax Number: (206) 832 -8769 zip Contractor Registration Number: MCKINCL942DW Expiration Date: 12/09/2011 ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Lip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: 4742 42nd Ave. SW #297 Seattle WA 98116 City State Contact Person: Elezabeth Fekete Day Telephone: (206) 579 -8160 E -Mail Address: liz@frankcompany.com Fax Number: Frank Co. Structural Engineering Zip It Applications Forms-Applications On Line A2009 Applications 1,1-2009 - Permit Application. doe Revised: 1-2009 hh Page 1 of 6 BUILDING PERMIT INFORM TION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 8,000 Existing Building Valuation: $ Scope of Work (please provide detailed information): Provide and install steel and metal framed storage shed. Will there be new rack storage? ❑ Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: Floor area of accessory dwelline: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11- paper including quantities and Material Safety rata 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. It AApplications \Forms- Applications On Line A2009 Applications \I-2009 - Permit Application.doe Revised: 1 -2009 Page 2of6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l'` Floor 2" a Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage p _ f e Detached Garage 250 Metal Storage Attached Carport 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: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: Floor area of accessory dwelline: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11- paper including quantities and Material Safety rata 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. It AApplications \Forms- Applications On Line A2009 Applications \I-2009 - Permit Application.doe Revised: 1 -2009 Page 2of6 PERMIT APPLICATION NOTES — Applicable to all permits in this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing 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 OW ' OR A THO ZE I NT: Signature: ■/J- Date: 6:7r .Z6 ac)l(a Print Ny m . Day Telephone: Mailing Address: r42) tt Vj r& q 812 4 City State Zip Date Application Accepted: vY [ oil 0 Date Application Expires: 12-106 I `° Staff Initials: tt H:\Applications \Forms - Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 6 of 6 S 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: http://www.ci.tukwila.wa.us Parcel No.: 1023049081 Address: 3433 S 120 PL TUKW Suite No: Applicant: MICROSOFT RECEIPT Permit Number: D10 -148 Status: APPROVED Applied Date: 06/09/2010 Issue Date: Receipt No.: R10 -01166 Initials: User ID: Payee: WER 1655 Payment Amount: $6107.55 Payment Date: 061/25/2010 01:14 PM Balance: $0.00 MCKINSTRY TRANSACTION LIST: Type Method Descriptio Amount Payment Check 109187 507.55 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $507.55 210.10 292.95 4.50 PAY;2 ENT RECE VED doc: Receiot -06 Printed: 06 -25 -2010 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: http://www.ci.tulcwila.wa.us Parcel No.: 1023049081 Address: 3433 S 120 PL TUKW Suite No: Applicant: MICROSOFT RECEIPT Permit Number: D10 -148 Status: PENDING Applied Date: 06/09/2010 Issue Date: Receipt No.: R10 -01019 Payment Amount: $240.60 Initials: BLH Payment Date: 06/09/2010 01:17 PM User ID: ADMIN Balance: 9507.55 Payee: MCKINSTRY TRANSACTION LIST: Type Method Descriptio Amount Payment Check 109066 240.60 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000.322.100 240.60 Total: $240.60 PAYMENT RECEIVED doc: Receiot -06 Printed: 06 -09 -2010 1:t- INSPECTION NO. INSPECTION RECORD Retain a copy with permit p10- /`/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: , ✓ Ma 0-0 SJr!A( Type of Inspection: r--- •24yv1rNJ +_. 4 Address: 3q3 3 S red PL Date Called ' n°�Q ' Special Instructions: ,`6-04 0.41215-q-0/ Date Wanted: 7- 29— /O p.m. Requester: Phone No: c9Dc_ 63Z- 526_ Approved per applicable codes. Corrections required prior to approval. (p COMMENTS: e /It Q)i--e Insp, ctor: Date J th ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectic?m. Receipt No.: Date: M1�6E ogle h4aps Windows Internet; Explorae provtydedJ-b Ki stly •�j http: jjmaps.google.comf Google • File Edit View Favorites Tools Help Links lita ERIKA McKinstry SharePoint C ETC C eCMS SEA DPD FWPS RZ MCA of WWa ) The Felco Store McKNet UW F5 Campus Engineering Google Maps Customize Links - 3433.5 20th, Pl;Tukwila; •WAL98168 Google -Ma Page C7 r Tools • Web Images Videos Maps News Shopping Gmail more • Google maps 3433 S 120th PI, Tukwila, WA 98168 Search Maps BirdLevinngmail.cam I My Profile I £ New! I Web History I My Account I Help CITY OF T LA JUN 0 9 2010 Show search options „dogitratIPT �.O �r,�, �• w M C TER end gmk" More... Earth G. MP 320 t •,,,J • - 124 rh• St t_r REVIEWED FO CODE COMPLIAN APP flVED JUN 2 3 and 2090 -oogle Imager erins'of Used Report a Qroblem Done 1)10 114$ Cr) 25' -0" WIRE MESH WIRE MESH GAHMTPwd Ci,r GGUC SS4X4X1l4 10' -0" 2.5'x8' GATES 2 -5'x8' GATES — - Qom% • - _—_—_—_—_,_ I _—_ —___ :•1 r ''' 10 :0, '''' ������ ►,� �����10 o �i����— .111tl 124111i Level _t n H4x17X1 Pt nc. 2 8" STEEL STUD BOX BEAM TYP. IT+N' BUCK OUT REVIEWED FOR CODE COMPLIANCE nveD JUN 2 3 2010 City of Tukwila BUILDING D►vieir , 0 RECEIVgD CITY OF TUKWILA JUN 0 9 2010 PERMIT CENTER 2 Ga. ac)dg UJCa eNETZ CsA 14 s zc ci- tArvet 12" O C Acz cgLe 6" sty tSc* gram S€ • 4, 1 REVIEWED FOR CODE COMPLIANCE APPRMED Ju;i 2 3 2319 City of Tukwila BUILDING DIVIQInwp Xx 11.k ► a � � Pc.ma Ty p CaXI'1 `, CAN C- 4 -1/4 ,< ,S 4- 14 of • CITY OF TUKIMLA JUN 0 9 2010 PERMIT CENTER Structural Calculations for Permit Submittal FRANK Storage Shed 3433 S 120th Place Tukwila, WA Client: Date: Project No: —REVIEWED FO— CODE COMPLIANT E goo OvED JUN 2 3 2010 City of Tukwila BUILDING DIVI.SioN McKinstry Co., LLC June 7, 2010 0015- 2010 -15 c'IN 0 TUKW11.A JUN 0 9 2010 PERMIT CENTER 4742 42nd Ave SW #297 I Seattle. WA 98116 1 206.579.8160 I liz @frankcompany.com Seismic Design Loads (ASCE 7 -05) OCCUPANCY CAT. I Table 1 -1 IMP. FACTOR 1 Table 11.5 -1 SITE CLASS d Table 20.3 -1 SEISMIC R = 3 Table 12.2 -1 DESIGN CATEGORY D 11.6.1.1 Ss = 1.496 S, = 0.516 Fa = 1.00 F„= 1.50 SOS= 0.997 Sp,= 0.516 CsULT= 0.332 CsASD= 0.237 Table 11.4-1 Table 11.4-2 Eqn. 12.8 -2 Vertical Design Loads Criteria ASCE 7 -05 IBC 2006 Dead Loads Roof (Composit) 3 psf Furring 0.3 psf Rafter/Truss 1.7 psf 0 psf 0 psf 0 psf 5 psf Use 5 psf Live Loads Snow (roof) 25 psf Soil Bearing 2000 psf Project: Tukwila Storage Date: 6/4/2010 shed Project #: 0015- 2010 -15 Design: EAF Sheet: Criteria 1 Wind Design Loads (ASCE 7 -05) Method 2 - Analytical Procedure Exposure b V= 85 mph Kd= 0.85 I= 1 G= 0.85 Roof Angle = 0 degrees Ground to top of roof 10.5 ft Table 6-4 Bottom of roof to top of roof 1 ft (mean roof height) h= 10 ft 6.5.8.2 Topography from DPD Website Pressure Coefficients (http: / /www.seattle.gov /dpd/ research /engineering_wind_map /) from Figure 6-6: Pressures: K2 = 1.00 Bldg Face C Windward Wall Leeward Wall Windward Roof Leeward Roof 0.8 -0.5 0 -0.6 *Note= Cp values are conservative worst case values Ht Kz qz Pww walls PM/walls Pwalls (psf) 0 -15 0.57 8.96 6.09 3.81 9.90 15 -20 0.62 9.75 • 6.63 3.81 10.44 20 -25 0.66 10.38 7.06 3.81 10.86 25 -30 0.7 11.01 7.48 3.81 11.29 30-40 0.76 11.95 8.12 3.81 11.93 Pww roof Plw roof Proof (psf) 0.00 4.57 4.57 Project: Tukwila Storage Date: 6/4/2010 shed Project #: 0015- 2010 -15 Design: EAF Sheet: Criteria 2 Conterminous 48 States 2006 International Building Code Latitude = 47.49574 Longitude = - 122.29002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.496 (Ss, Site Class B) 1.0 0.516 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 47.49574 Longitude = - 122.29002 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.496 (SMs, Site Class D) 1.0 0.774 (SM1, Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 47.49574 Longjty1e = - 12R.29QQ2 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and S01 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.998 (SDs, Site Class D) 1.0 0.516 (SD1, Site Class D) Grvt-v 1.0_6 . Goof StY ED 0 UTP S zoo - s`1- Boxe.D r to: t (3 Psi) = f54PJP Durru) H! i-TI KF3 3 L t�-I.) SP E • fRANK• FRANK CO. 4742 42nd Ave SW 41297 Seattle WA, 98116 structural eng.neering Ph: 206.579.8160 T ULWI LA- ST-Ole/4e- St-4E Project /if/it) Date Oc)J S- 2010 rl S ProJ. Na Design GI Sheet www.clarkwestern.com 2001 North American Specification w/2004 Supplement ASD DATE: 6/4/2010 Tukwila Storage Shed SECTION DESIGNATION: 600S200 -43 Single INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 2.000 in 2.000 in 0.625 in 1.500 in Steel Thickness = 0.0451 Inside Corner Radius = 0.0712 Yield Stress, Fy = 33.0 Fy With Cold -Work, Fya = 33.0 Punchout Length = 4.000 ALLOWABLE RAFTER SPANS INPUT PARAMETERS Roof Slope 1.2:12 Bridging Interval for Uplift: NONE Inward Loads Dead Load = 10.0 psf Live Load = 25.0 psf Outward Loads (Upliftl Resisting DL = 10.0 psf Wind Load = 25.0 psf in in ksi ksi in DL Multiplied by 1.00 for Strength Checks LL Multiplied by 1.00 for Strength Checks DL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Strength Checks Dead Load Deflection Limit = U240 Total Load Deflection Limit = L/180 Wind Load not modified for deflection calculations Bearing Lengths for Web Crippling: 1.0 in Shear and Web Crippling Capacity Based on Unpunched Web ALLOWABLE RAFTER SPANS - Horizontal Projection RAFTER SPACING 12.0 in 16.0 in 24.0 in Inward Loads 14' 10" 11' 1" 7' 5" Outward Loads 14' 10" 13' 9" 12' 4" (-77_ www.clarkwestem.com 2001 North American Specification w/2004 Supplement ASD DATE: 6/4/2010 Tukwila Storage Shed SECTION DESIGNATION: 6005200 -54 (2) Boxed INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS 6.000 in 2.000 in 2.000 in 0.625 in 1.500 in Steel Thickness = 0.0566 Inside Corner Radius = 0.0849 Yield Stress, Fy = 50.0 Fy With Cold -Work, Fya = 50.0 Punchout Length = 4.000 ALLOWABLE UNIFORM LOADS in in ksi ksi in Deflection Limit: L/240 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing: NONE TOTAL ALLOWABLE UNIFORM LOADS (lb /ft) SPAN LENGTH (ft) 4.00 10.00 Without Web Stiffeners 598.9 With Web Stiffeners 2532.9 239.6 405.3 222.8 4 base plate 6/4/2010 Plate Thickness Column Base Plates Vol II AISC LRFD 11 -54 Pu ; 3 4 {in 4, kips b 144 d in N 12jin B 121in Py 36 II. Pc 3 ksi Al 1.9 in2 m 4.1 in n 4.4 in An' 0.13 in X 0.0 A. 0.13 treq 0.16 in en conc 3 kips Plate Thickness Required 0.16 in Plate Thickness Provided 0.25 in Bearing Area Required 1.9 in2 Bearing Area Provided 144 in2 64. �kIIND \Iv!N4) PsF /250* 332 (►= "''" 300* -5 -. u Z5'x(a' 101r4 -cook , ,i • • . (c/JTY•' QL FV - W oY«T 4, * ('LStt • r,(0 30.at) /s2) �sc. ST_1n -i too r � So17W LIN orsO = ZZ -r = Gi 3 'co •3 .7- r, z-sa 2S * ..A0 6oT N 4 L ENS •l > `r - `(!Z.5rx�2. O : )('& 8 -r� + rr. ► b . ✓ao.P 019 C .FRANK. sr;t,cturai engineer ng -E- = I� °�q . (,o&1161-, / 1 L4 112-rti� 1-Gt ,8 T wIL� Project FRANK CO. 4742 42nd Ave SW #297 Seattle WA, 98116 Ph: 206.579.8160 A-6 0 .40 hZ - = . °(, STD i• Cry _S-1-1E1 Date /7 /% OOi5 200 Proj. No. Design L/ Sheet www. clarkwestern. corn 2001 North American Specification w /2004 Supplement ASD DATE: 6/7/2010 SECTION DESIGNATION: 6005200 -54 (2) Boxed INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = OUTPUT PROPERTIES: 6.000 in 2.000 in 2.000 in 0.625 in 1.500 in Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (Ixx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Steel Thickness = 0.0566 in Inside Corner Radius = 0.0849 in Yield Stress, Fy = 50.0 ksi Fy With Cold -Work, Fya = 50.0 ksi Punchout Length = 4.000 in Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (Ixx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Net Area at Punchouts Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Allowable Shear Force In Web (Punched) Pao for use in Interaction Equation C5 -2 Torsional Properties St. Venant Torsion Constant (J) Lateral Buckling Properties for Flexure Maximum Unbraced Length fpr Full Moment Capacity Allowable Web Crippling Loads (lb) Total for (2) Members 1.00in END BRNG 3.50in Cond 1 Cond 3 Cond 2 (2) Boxed 1198 964 3426 Reduction, Rc 0.925 + 0.083x/h <= 1.0 0.888 + 0. Note: Rc applies only, Cond. 1 and 2. 3.1026 in 6.6387 inA4 2.0304 in" 3 5065.89 Ft -Lb 3.0000 in 6.6387 in ^4 1.2259 in "2 2.3271 in / 3.1505 in ^4 1.6031 in 1.0561 in "2 4.1714 lb /ft 5646 lb 3895 lb 18467 lb 6.2893 in "4 INT BRNG Cond 4 3603 053x/h <= 1.0 831 in Job Name Tukwila Storage Shed Job# 0015- 2010 -15 Designer EAF Date 6/7/2010 Column Anchor Bolts 5/8" KB3 (3 -1/2" Embed) ANCHOR GEOMETERY AND MATERIAL PROPERTIES f c = 3000 (psi) 0= 0.75 [ACI D4.4] Cmin 6 (in) Smallest edge distance Anchor spacing 8 (in) Diameter 0.63 (in) n= 2 number of anchors in group (number in tension) Ase= 0.17 (in) Effective cross sectional area of anchor (in2) Head diam. 0.75 (in) fut= 106000 (psi) Specified tensile strength of anchor strength her = 3.5 (in) Embed depth (in) Total width 6 (in) Width of concrete Group or single anchor group If more than one anchor in tension or shear use group Vu = 1000 (Ib) Nu = 1000 (Ib) TENSION Ns= nASefut 0= 0.75 ON. = 27030.0 (Ibs) Nominal strength of steel CONCRETE BREAKOUT STRENGTH Ncb=(ANIANo)4121113Nb 0= 0.65 [ACI D5.2.1 (D-4)] ANC 342 (in2) Projected concrete failure area of an anchor or group of anchors, for calculation of z nANco= 220.5 (in) of strength in tension, as defined in, in2 (see D.5.2.1) AN shall not be taken greater than nAN) z ANco= 110.25 (in) Projected concrete failure area of one anchor, for calculation of strength in tension when not limited by edge distance of spacing (see 5.2.1) Wed,N= 1 Mod. Factor, for strength in tension, to account for anchor groups loaded eccentri- cally (see D.5.2.4) Wc,N= 1.0000 Modification factor, for strength in tension, to account for edge distance smaller than 1.5he, (see D.5.2.4) Wcp,N= 1.4 Modification factor, for strength in tension, to account for cracking (see D.5.2.6 and D.5.2.7) 1.25 cast -in 1.4 post - installed kc = 17 24 for cast in anchors 17 for post installed anchors Nb = 6097 (Ibs) Concrete breakout strength in tension of a single anchor in cracked concrete mNcbg = 34422 (Ibs) Nominal concrete breakout strength in tension of a group of anchors ONcb = 17211 (Ibs) Nominal concrete breakout strength in tension of a single anchor / CONCRETE PULLOUT STRENGTH Npu= tPo,PNp 0= Abfg = Np = 4)c,p OnNp„ = 0.65 0.3 6522.87521 1 8480 (in2) (Ibs) Nominal pullout strenth of a single anchor Load at which concrete under anchor begins to crush Bearing Area of stud 1.4 in region of concrete where analysis indicates no cracking (ft<fr) (Ibs) 1.0 otherwise CONCRETE SIDE -FACE BLOWOUT STRENGTH Single headed anchor NSb= 160c(Ab fg)'n(fo)1n 0= c, = c2 = 3c = c2 <3c ? ONsb = 0.65 100 12 18 yes 13364 Multiple headed anchors with deep embedment. Nsbg= (1 +SJ6C)Nsb c <.4hef ? no anchor spacing <6c yes so = 0 ONsbg = 17818 (Ibs) OF A HEADED ANCHOR IN TENSION For single headed anchor with deep embedment close to an edge (c<.4hef), the nominal side-face blowout shall not exceed N,b Dist. From center of shaft to edge of concrete in direction of shear Distance from center of shaft to edge of concrete orthogonal to c1. (in) Spacing of the outer anchors along the edge group ON >N„ 0N„ = Nu = 16959 1000 (lb) (lb) L4 SHEAR V� = nAsefuta 0= n= Asp= fut., = Built -up grout pads cDVs = OVs= n(.6ASefut) 0Vs= n(.6A3efut+.4Asifutsl) 0.65 1 0 0 no 7028 7028 7028 (in2) (psi) (Ibs) (Ibs) (Ibs) number of anchors in shear effective cross sectional area of anchor sleeve tensile strength of anchor sleeve .8'Vs For cast in headed studs and post - intalled anchors For cast in bolt and hooked bolt anchors Post - installed anchors CONCRETE BREAKOUT STRENGTH OF ANCHOR IN SHEAR Vcb =Avc Avco 'Ved,Vwc,VVb A„c = Avco = nA„co = 138 162.0 324.0 0= 0.7 C1 = 12 Gz = 36 wec,v = 1 tVed.v = 1.00 kPc,v = 1 le = 3.5 Vb= 8(Ieldo)'2(do)112(fc)1/2(ca1)1.5 Vb = 17783 Vcb = 15149 Vcbg=Avc Avco 'Vec,VYed,vYc,VVb Vcbg = Is shear parallel to edge? 0Vcb = 0Vcbg = CONCRETE PRYOUT Vcp kcpNcb cp= 0v,„= mVn = 15149 no 10604 10604 (in2) (in) (in2) (in) (in) (in) projected concrete failure area of an anchor or group of anchors, (see D.6.2.1) Av shall not be taken greater than nAvo projected concrete failure area of one anchor, for calculation strength in shear, whennot limited by corner influences, spacing, or member thickness (see D.6.2.1) Distance in direction of shear to edge. Distance orthogonal to c1 to edge of concrete Eccentrically loaded anchor groups See D.6.2.7 (Ibs) Breakout strength of a single anchor in cracked concrete shall not exceed Vb (Ibs) (Ibs) (Ibs) Shear force perpendicular to the edge on a single anchor (Ibs) Shear force perpendicular to the edge on a group of anchors 0.7 1 18535 (Ibs) 7028 (Ibs) 1.0 for hgfc3.§ Ip 2.Q for hefa!,5 in INTERACTION OF TENSILE AND SHEAR FORCES (Nu/0Nn) <.2 (Vul0Vn)<.2 (NulmN0) +(VulmVn) < =1.2 yes yes 0.059 OK 0.142 OK 0.201 OK 40 PER F 1T COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -148 PROJECT NAME: MICROSOFT DATE: 06/09/10 SITE ADDRESS: 3433 S 120 PL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTM at`Mm ul ding Di ision (• is Work f it Prevention Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE: 06/10/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route Structural Review Required ri No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/08/10 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 Contractors or Tradespeople P ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Mckinstry Co Llc UBI No. 602569922 Phone 2067623311 Status Active Address Po Box 24567 License No. MCKINCL942DW Suite /Apt. License Type Construction Contractor City Seattle Effective Date 3/16/2006 State Wa Expiration Date 3/16/2012 Zip 98134 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status LYDIGML901JL Lydig + Mckinstry Llc Construction Contractor General Unused 4/13/2010 4/13/2012 Active WESTVI'121RF Westvent Inc Construction Contractor General Unused 12/6/1988 9/1/1994 Archived MCKIN "372ND Mckinstry Co ry Construction Contractor General Unused 8/20/1963 1/2/2008 Relicensed Business Owner Information Name Role Effective Date Expiration Date Pedersen, Jamie D Agent 03/16/2006 Amount Allen, Dean Charles Partner /Member 03/16/2006 CP0399990301 Moore, Douglas James Partner /Member 03/16/2006 Allen, David Edward Partner /Member 03/16/2006 ZURICH AMERICAN INS CO Teplicky, Joseph William Partner /Member 03/16/2006 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 TRAVELERS CAS E SURETY CO 104702039 01/03/2006 Until Cancelled $12,000.00 03/16/2006 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 3 ZURICH AMERICAN INS CO CP0399990301 01/31/2009 01/31/2011 $2,000,000.00 12/07/2009 2 ZURICH AMERICAN INS CO CP03999903 01/31/2008 01/31/2009 $2,000,000.00 01/31/2008 1 CHARTER OAK FIRE INS CO DTC052D7193C0F07 01/31/2006 01/31/2009 $1,000,000.00 01/08/2008 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 06/25/2010 General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS Criteria 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2006 EDITION). 2. DESIGN LOADING CRITERIA ROOF LIVE LOAD 25 PSF SNOW Ce =1.0, Is =1.0, Ct =1.1, Pg =25 PSF, Pf =20 PSF WIND Iw =1.0, GCpi=0. 18, 85 MPH, EXPOSURE "B" EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: TENSION ONLY ROD BRACING, Vs =0.4 KIPS SITE CLASS, Ss =1.5, Sds =1.0, S1 =0.52, SD1=0.52, Cs=0. 332 SDC D, Ie =1.0, R=3.0 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND /OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. Quality Assurance 9. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION: EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER Geotechnical 10. FOUNDATION NOTES :. ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALLOWABLE SOIL PRESSURE 2000 PSF COEFICIENT OF FRICTION (FACTOR OF SAFETY OF 1.5 INCLUDED) 0 3 Anchorage 11. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT 3" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR -2302, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. Steel 12. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: 1. EITHER AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. 2. MARCH 18, 2005 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED AS FOLLOWS. A. AS NOTED IN THE CONTRACT DOCUMENTS. B. BY THE DELETION OF PARAGRAPH 4.4.1. C. REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 13. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION Fy A. OTHER SHAPES, PLATES, AND RODS A36 36 KSI B. STRUCTURAL TUBING A500 (GRADE B) (SQUARE OR RECTANGULAR) 46 KSI D. CONNECTION BOLTS A325 -N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 14. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 15. ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 16. ALL WELDING SHALL BE IN CONFORMANCE WITH A. I. S. C. AND A. W. S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT-LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 17 COLD-FORMED STEEL FRAMING NOTES THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL BABRICATION AND ERECTION ACTIVITY THROUGH THE USE OF AN INDEPENDENT TESTING AGENCY AND /OR A QUALIFIED REPRESENTATIVE OF THE STEEL MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL CERTIFICATION FROM THE GAUGE STEEL MANUFACTURER OR SHALL SUBMIT TENSILE TESTS AND GALVANIZATION TESTS TO THE ENGINER OF RECORD TO VERIFY THE ADEQUACY OF THE GAUGE MATERIALS. B. COLD - FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAUGE SHOWN ON THE PLANS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, REFER TO SIZES AS PUBLISHED BY THE STEEL STUD MANUFACTURERS ASSOCIATION, ICBO ER- 4943P. PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD FORMED STEEL FRAMING SHALL CONFORM TO THE AISI, "STANDARD FOR COLD FORMED STEEL FRAMING." DESIGNATION: 600 S 200 - 54 DEPTH MEMBER FLANGE MATERIAL STYLE WIDTH THICKNESS(MILS) C. MATERIAL: METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: ASTM A653, GRADE 50 Fy = 50 ksi 12, 14, AND 16 GAUGE ASTM A653, GRADE 33 Fy = 33 ksi 18 AND 20 GAUGE D. ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE DRAWINGS OF A MINIMUM 16 GAUGE MATERIAL UNLESS OTHERWISE SPECIFIED. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SCREWING OR BY OTHER MEANS OF FASTENING AS INDICATED ON THE DRAWINGS. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION: WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC -RICH PAINT. E. SCREWS: ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF - TAPPING SELF - DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY HILTI KWIK -FLEX (ICBO #4780), OR APPROVED EQUAL. THE MINIMUM SCREW SIZE/TYPE/POINT SHALL BE #8 -18 (12 POINT) OR #10 -16 (12 POINT) FOR USE IN 20 GAUGE THROUGH 16 GAUGE, AND #10 -16 (#3 POINT) OR #12 -14 (12 OR 13 POINT) FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING -TO -METAL CONNECTION. ALL SCREW CONNECTIONS SHALL BE MADE FROM THE LIGHTER MATERIAL INTO THE HEAVIER MATERIAL UNLESS NOTED OTHERWISE. SCREWS SHALL HAVE A MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM EDGE DISTANCES AND CENTER TO CENTER SPACINGS OF 1 -1/2 AND 3 SCREW DIAMETERS, RESPECTIVELY. ALL SCREWS SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A CORROSIVE- RESISTANT COATING. THE SCREW MANUFACTURER SHALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTELMENT, UPON REQUEST. F. WELDING OF COLD - FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. 0 0 25-0" typ. i 1/2" BEARING PLATE COLUMN PER PLAN { . BEAM CL COLUMN BEAM PER PLAN (cont. where occurs) 1/4" PLATE BRACE PER PLAN W/ #2 CLEVIS (No brace at "SIM. ") . COLUMN 11/2 " =1' -O" 1 COLUMN PER PLAN BRACE EA. SIDE (where occurs) 1/4 . COLUMN /°' CL BRACE 2" it 11 71 11 • (E) 6" CONCRETE SLAB ON GRADE O 12' -6" BRACE PER PLAN W/ #2 CLEVIS (No brace at "SIM. ") 1/4" PLATE BRG. PL 1/2 x 12 x 12 WI (4) 5/8 "O HILTI KB3 EXP. ANCHORS ® 8 "oc E.W. (31/2" embed) ON LEVELING GROUT. 11/2 " =1'_0" 3 No changes shall ma e to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. (E) CMU WALL OF ADJACENT BUILDING 1/2 "0 THREADED ROD BRACES (typ.) A << (E) 6" CONCRETE SLAB ON GRADE >> 3/S1.1 typ. a I A 3/S1.1 sim. 10' -4" 4' -2" Foundation Ran dN Scale: 1/4"=1'-0" 4/S1.1 typ. SLOPED JOIST PER PLAN (slope varies per Arch.) PLANNING APPROVED No Merges am11!! =date these Dins without approval from the Planning Division OCQ Approved Sy:_ � CLIP L 2 x 2 x 16ga. (x 0' -4" long) W/ (3) #8 SCREWS EACH LEG BEAM PER PLAN NOTE: SPLICE BEAMS AT COLUMN CENTERLINES AND PROVIDE SPLICE PLATE 14ga. x 51/2 x 1' -6" LONG EACH SIDE OF BEAM W/ WELD TOP & BOTTOM EDGE TO MATCH GAGE. = gage of material connected REVIEWED FOR CODE COMPLIANCE D ANCE JUN 2 3 2010 City of kwila BUILDING N 11/2 " =1' -0IVl " 2 If BOX BEAM PER PLAN 4" x 18ga TRACK SECTION COPED AS REQUIRED TENSION STRAPS PER PLAN DOUBLE JOISTS PER PLAN TYPICAL JOISTS PILE Ogirf_on 4 2/S1.1 typ. 2} 600S200 -54 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Fie Copy : o f , , is acknowledged: 1011r 600S200-54 .:.:... :..:..::....:::.::::.::::..:... Ci , Of fljkwita ILDING DMSION SEPARATE PERMIT REQUIRED FOR: Mechanical lig Electrical in Plumbing Eg Gas Piping City of Tukwila BUILDING DIVISION (2) 600S200 54 41:1p., < 2/S1.1 typ. typ. (2) 600S200-54 2" x 14ga STRAPS (2) 6005200 -54 Fbof Framing Ran Scale: 1/4"4-0" RECEIVED CITY OF TUKWILA JUN 0 9 2010 PERMIT CENTER Copyright © 2009 Frank Company - all rights reserved K*C0* structural, engineering rin:g.. 4742 42nd Ave SW, #297 Seattle, WA 98116 (206)579.8160 • Design: Drawn: EAF SMG Approved: EAF Revisions: Project Title: Equipment Storage Shed 3433 S. 120th Place Tukwila, WA 98003 Architect: McKinstry Company, Ilc 5005 Third Avenue South Seattle, WA 98124 Issue: PERMIT Date: June 8, 2010 Sheet Contents: Plans Framing Details General Notes Scale: as noted Sheet No.: