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Permit D15-0078 - PETSCHLS MEATS - WALL, COOLER AND REROUTE VENTS
PETSCHELS MEATS 1150 ANDOVER PARK E D15-0078 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: htti3://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 2623049089 Address: 1150 ANDOVER PARK E Project Name: PETSCHLS MEATS Owner: Name: PETSCHL WILLIAM J Address: 1150 ANDOVER PARK E , TUKWILA, WA, 98188 Contact Person: Name: JAY ROWLEY Address: 3807 SOUTH RD, MUKILTEO, WA, 98275 Contractor: Name: ROWLEY REFRIGERATION INC Address: 3807 SOUTH RD, MUKILTEO, WA, 98275 License No: ROWLEI*212K9 Lender: Name: PETSCHL WILLIAM J Address: 1150 ANDOVER PARK E , TUKWILA, WA, 98188 DESCRIPTION OF WORK: Permit Number: D15-0078 Issue Date: 4/23/2015 Permit Expires On: 10/20/2015 Phone: (206) 730-3446 Phone: (425) 742-7742 Expiration Date: 11/26/2016 MOVE 1 48'WALL OVER APPROX 8% ADD 1 12.6'X8' COOLER (45 DEGREES); REROUTE VENTS AS REQUIRED. Project Valuation: $45,000.00 Fees Collected: $1,545.38 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: Occupancy per IBC: 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: ChanneIization/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:. I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. 1 am authorized to sign and obtain this development permit and re to t conditions attached to this permit. Signature: Date: Print Name: 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: 1: 'BUILDING PERMIT CONDITIONS' 2: 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. 3: 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. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 6: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 11: 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. 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 16: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 19: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) (Extend fire sprinkler protection to walk- in cooler.) 14: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 13: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 17: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 18: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 20: 'PUBLIC WORKS PERMIT CONDITIONS' 21: Applicant shall obtain a separate permit from Public Works to upgrade to code fire prevention DDCVA. No final shall be given until DDCVA is installed and tested. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 1400 FIRE FINAL 0409 FRAMING 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department ' Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hgp://www.TukwilaWA.p-ov SITE LOCATION Site Ten Building Permit No. Project No. Date Application Accepted: T Date Application Expires:ql�1115 use 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" PROPERTY OWNER Name: SIs Address: �l5 D R-r9v� t l� 1 City: l State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: cityr ((eo State: w ff Zip: g -25i Phone: �o 4 7�0 341Fax: yI; Z o 3 S Email- J w l� e- ?7 S A, Cor✓1 GENERAL CONTRACTOR INFORMATION Company Name: /= _ Address: 3 goy so �� City: State: tZip: it. %fsd7s� Phone: 06 7 30 �yct'� Fax. yes_ 7v� 6, ,. Contr Reg No.:kow B _ / Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: Number: Floor: New Tenant: ❑ .....Yes S..No ARCHITECT OF RECORD Company Name: t ti t Architect Name: Address: City: kf, 41t4r-j� State: !VV Zip: Phone:y,-,. Fax: yas b_. 7 C 3J Email: ---� T r7 0l s1Y' �el=kG-,,� eG¢1 C.✓7 ENGINEER OF RECORD Company Name- e2 . Engineer Name: Address:/B a City:k l P/c ")"N4 State: wZip: 'o �3 Phone Fax: Email: I/r1p11'i QfA/'lGe,✓j,..rN4e?�G9,"� LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 1.9.27.095) Name: Address: o t, rgo City:` State: Zip: w I Al H:UMlications\FornsApplications On Line\2011 ApplicationsTermit Application Revised - 8-9-11.d= Revised: August 2011 bb Page l of 4 BUILDING PERMIT INFORMAT16N r 206-431-3670 Valuation of Project (contractor's bid price): $ Z75 Did Existing Building Valuation: $ Describe the scope of work (please provide detailed information): AN 0\ x S- f W (ex—oh-S 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 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor O r 44 © 6 2'd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *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 El ....... No If "yes", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: F1 ....... 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 8-112 " x I " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On L ne\2011 ApplicationsTmnit Application Revised - 8.9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District # 125 [1.. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ... Valley View ❑ .. Renton ❑ . Seattle ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided 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. Submitted with Application mark boxes which apply): Ll ..Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line I ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ ..Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension.............Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrants) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billine to: Name: Day Telephone: Mailing Address: city State zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City state zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTermit Application Revised - 9-9-1 t.docx Revised: August 2011 Page 3 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 OWNERAR AUTHORIZED AGENT: Print Name: J /� t wiy Date: 7 Z3 Day Telephoner yy� Mailing Address: � �° % Sov % !� �g� / l J 1< J e9 W # 5w- 2s- city state Zip WApplicationsTormvApplications On Line\2011 ApplicationsTern it Application Revised - 8-9-1 l.docx Revised: August 2011 Page 4 of 4 bh DESCRIPTIONS• PermitTRAK QUANTITY PAID $1,545.38 D15-0078 Address: 1150 ANDOVER PARK E Apn: 2623049089 $1,545.38 DEVELOPMENT $1,500.06 PERMIT FEE R000.322.100.00.00 0.00 $906.40 PLAN CHECK FEE R000.345.830.00.00 0.00 $589.16 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $45.32 TECHNOLOGY FEE TOTALPAID BY RECEIPT:4' R000.322.900.04.00 0.00 $45.32 Date Paid: Friday, March 27, 2015 Paid By: JAY ROWLEY Pay Method: CREDIT CARD 317270 Printed: Friday, March 27, 2015 11:07 AM 1 of 1 (rllflLIV SYSTEMS W INSPECTION RECORDo Retain a copy with permit V 111SPeCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: Type of Insp tion: c Address: Part- 1� Date Called: i , Special Instructions: Date Wanted: a.m. to_-21 IS- p.m. Requester: � Phone No: Inspector: Date:' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l� INSPECTION RECORD _ 3 Retain a copy with permit _�Q� INSrECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project, r I) Jdl i"l nsion: t Type T(A dress: p V50 Date Called: Special Instructions: Date Wanted: a.m. 16-�6 - (T p.m. Requester: Phone No: ElApproved per applicable codes. Xcorrections required prior to approval. COMMENTS: ' WA k drf 6 9 ru. L Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORDW _ Retain a copy with permit ����0 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 6lvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: ,cw, Type of Inspections FU A ruS'. Date Called: Special Instructions: Date Wanted: a.m. 0— (/ — ( r p.m. Req ester. -- Phone No: 0 —f G, El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING 6300 5o0thcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project, Type of Inspectio Oj�+ Jkk .0141A - - ---- --- Address.' Awk E- Date Called: 1 (10, &Jaue-ft� Special Instructions. Date Wanted: a.m. P.M, eque r-. PRonle-N SO 6- 730 RI INSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cat[ to schedule reinspection, Fireproofing Aggregates S h o t c r e t e Concrete Masonry A s p h a l t Roofing P i l i n g S t e e l S o i I s W o o d October 16, 2015 File No. 15-303 Building Official City of Tukwila Building Department 6300 Southcenter Blvd., ##100 Tukwila, WA 98188 Project: Petschl's Meats Freezer Address: 1150 Andover Park E. Permit: D15-0078 A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND .u:4TE? 4L TESTI o NATIONALLY ACCEPTED LABORATORY This is to advise you that special inspections are completed on the above referenced project. The following inspection was required and a copy of our inspection report is attached. 1. Epoxy grouting To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, ROMWED A.A.R. TESTING LABORATORY, INC. ";tKWIEA OCT 16' 106' ,'r—P 1T CENTER Kimberle Anderson President CC: Rowley Refrigeration -Jay Rowley Tel: (425) 881-5812 Fax (425) 881-5441 • 7126 180th Ave. NE m P.O. Box 2523 Q Redmond, WA 98073 Field Report Report#: 062360 ,- h _, ._ ._ 1_.._._— ___ _ __ _ _ _ __ ..� y A A R; Teatirtg taoratoryj tnc. 712B 180th_Ave.N:E., Park t80 Sane C101, Redmond, YYA 98052 ' ] — PAOD 425.881.5812 Fax 425'_a81.5d41 Client: Rowley Refrigeration Project Number: 15.303 3807 South Rd. Permit #: D15-0078 Mukilteo, WA 98275 Project Name: Petschl's Meats Freezer Contact: Jay Rowley Address: 1150 Andover Park East Inspection Performed: Epoxy Date: 4/2912015 Time: Temperature: Inspected epoxying of rebar dowels for new curb wall, off of 4 line between A and C, inside existing building. Detail 3/S-2 requires minimum 2 1/2" deep holes at 24" on center. Contractor drilled minimum 2 1/2" deep at 20" on center. All holes correct diameter to accept a #4 rebar dowel. Contractor also, epoxied dowels into existing slab for slab infill for relocated pipe vent. No details for infill. Contractor drilled 5/8" diameter holes, (for #4 bar),. at 16" on center, each side and a minimum 3" All holes cleaned following Manufacturer's Printed Installation Instructions, (MPII). Neither plans or calculated sheets call -out required epoxy type. Contractor used Simpson Set and placed it per MPII guidelines, expires 10/12/2016, #099T144T. OWCEM MVCW'rUKMLA 00T 16 2015' PERMIT CENTER Distribution: [I Distribute Client ❑ Distribute Contractor Distribute Owner EJ Distribute Engineer Inspector: Matthews, Bill g� ❑ [V� Distribute Municipality ❑ Distribute Other Reviewed by: Michele Guerrini ❑ Distribute Architect ❑ Distribute Other All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden DIBBLE ENGINEERS FZL E Copy PETSCHLS MEATS STRUCTURAL CALCULATIONS TUKWILA, WA PREPARED FOR: Rowley Refrigeration Woodinville Washington Opp COLD of W�y�~c �d h� 7 39519 �ACENFT" SfONAl„ 3 Structural Calculations Project #: 15-068 Prepared by Dibble Engineers, Inc. March 26, 2015 IKty;EWED FOR CODE COMPLIANCE APPROVED APR 17 2015 N Ci of Tukwila BUILDING DIVISION RECEWED CITY OF TUKWILA MAR 2 7 2015 PERMIT CENTER 1029 Market Street Kirkland, WA 98033 'D�C9 —C 01Z P: 425.828.41200 P: 425-19127.6131 DIBBLE ENGINEERS,INC. PETSCHLS MEATS STRUCTURAL CALCULATIONS TUKWILA, WA TABLE OF CONTENTS Section Number DESIGN CRITERIA 1 STRUCTURAL CALCULATIONS 2 DIBBLE ENGINEERS,INC. PETSCHLS MEATS STRUCTURAL CALCULATIONS TUKWILA, WA SECTION 1 DESIGN CRITERIA 3/2412015 Latitude and Longitude of a Point } iTouchMap.com M.N. and 9I.M.' !taps Home » Latitude and Longitude of a Point Maps I Country - State I Places I Cities I Lat - Long To find the latitude and longitude of a point Click on the map, Drag the marker, or enter the... Address: j1150 Andover Park east Tukwila WA 91 GO Map Center: WikipediaWkivoyage Places of Interest - Get Address - Land Plat Size Latitude and Longitude of a Point Clear/ Reset I 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: 147.444968 Longitude: 1-122.250391 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: i - --- ------ Decimal Deg. Longitude: Show Point Example: +34 40 50.12 for 34N 40' S0.12" Degrees Minutes Seconds Degrees Minutes Seconds Latitude: !47 ! :26 !41.8848 ! Latitude: F� ----. --------------- -------- Longitude: 1-122 15 11407 Longitude: Show Point -------------------------------------------------------------------------------------------------------------------------------------------------------------------- © iTouchMap.com 2007-2014 httplfitouchmap.comnaUong.htmI u1 3/2412015 Design Maps Summary Report M Design Maps Summary Report User -Specified Input Report Title 15-068 Petschls Quality Meats Tue March 24, 2015 22:07:18 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.444970N, 122.25039°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III � _mil 01 I Illy, �.r;5 0�0 509 tc-� �l ,. i. `tol,i ``� : I �I du en 't r mF 1 Jot W ti i� C Q ml�pquest USGS-Provided Output Ss = 1.434 g S1 = 0.534 g i f yi J' I i . 1I 'L R Red ��r t A,M E R oines j6 l 15 MapQu Soep�aR`d4s12415'Op M .: uo 1 SMs = 1.434 g Sps = 0.956 g SM1 = 0.801 g SDI = 0.534 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. MCEpt Response Spectrum 1.0 1.50 1.25 1.20 1.05 Co 0.90 y 0.75 0.60 0.45 0.30 0.15 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 (sec) 1.10 1.00 0.90 0.60 0.70 CM 0.60 M 0.50 0.40. r\ 0.30 0.20 0' 10 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) 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 httpl/ehp2-ewff quake.wr.usgs.gov/desigrmaps/us/summary.php?template=mirimal8datitude=47.444968&longitude=-122-250391&siteclass=3&riskcategory=0... 1r2 3J24Q015 Design Maps Detailed Report J= Design Maps Detailed Report 2012 International Building Code (47.444970N, 122.25039aW) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) I'I From Figure 1613.3.1(2) I2I Section 1613.3.2 — Site class definitions Ss = 1.434 g S1 = 0.534 g The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class VS N or N. S. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 t ttpJlehp2-earthquake.wr.usgs.gaoldesigrmapsluslreport.php?template=mirwmal&latitude=47.444968&longitude=-122.250391&siteclass=3&riskcategory=0&ed... 1/4 M4MI5 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS<_0.25 SS=0.50 SS=0.75 SS=1.00 SS>_1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.434 g, Fa = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F Site Class Mapped Spectral Response Acceleration at 1-s Period S1:50.10 S1=0.20 S1=0.30 S,=0.40 Sl>_0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SI For Site Class = D and S., = 0.534 g, F„ = 1.500 MtpJfdW-euff4jake.wr.usgs.gov/desigrm aps/us/report.php?template=mirimal&latitude=47.444968&longitude=-122.250391&siteclass=3&riskcategory=0&ed... 24 SW2015 Equation (16-37): Design Maps Detailed Report SMs = FaSs = 1.000 x 1.434 = 1.434 g Equation (16-38): SM1 = F„S1 = 1.500 x 0.534 = 0.801 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Equation (16-40): SDs=%SMs=2/x1.434=0.956g SD1=2/SM1=2/x0.801=0.534g trttp://ehp2-earthquake.wr.usgs.gov/desigrmaps/us/repal.php?template= m it im al&la6tude=47.444968&longitude=-122.250391&siteclass=3&riskcategory=p&ed... 3✓4 W4/2015 Design Maps Detailed Report Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 secondl RFSPONSF ACCFI FRATTnN VALUE OF SDS RISK CATEGORY I or II III IV SDS < 0.167g A A A 0.167g <_ SDS < 0.33g B B C 0.33g _< SDS < 0.509 C C D 0.509<_ SDS D D D ror KISK category = i ana 5DS = 0.956 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON i-SFCOND PFRTnD RFgPnNCF nrrFi FROTTnni VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g _5 SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D ror rusK category = i ana sD1 = U.534 g, seismic Design Category = D Note: When Sl is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Figl613p3 pl (2).pdf httpJ/ehp2-earttxluake.wr.usgs.gov/desigrm aps/us/report.php?template=mire m al&latitude=47.444968&longitude=-122.2503J1&siteclass=3&riskcategory=o&ed... 4/4 DIBBLE ENGINEERS,INC. PETSCHLS MEATS STRUCTURAL CALCULATIONS TUKWILA, WA SECTION 2 STRUCTURAL CALCULATIONS m 0 N «9-95 cc «9-4ZL a W Q n CD z w U n T-119 DIBBLE ENGINEERS, INC P. Sheet No. Project o6ject No Project IEWW 11AF4fg Date o3 1mI-,* Subject B few& G I ff w y p fil Lo/tps 315F p*ip WAO IopsF uwl� t o Plr- . ru- 3 - C P3F 3 pc,rr w MMRp = r 3 Plat � rz.,s F'r�'" = 4t' p61,eL CO G0)u V-f AP 200 SERIES WALL PANEL AP 300 SERIES PANEL AP 200 Series panels are used as exterior walls on industrial and cold storage buildings where a fluted exterior profile is recommend- ed. The interior minor rib profile provides a clean, flat appearance. Panels may ""either 6e through fastened or installed with a hidden structural clip (shown). u. AP 300 Series panels with minor ribs on both Acidgs are used as interior walls, partitions and suspended ceilings where temperature controlled environments are required. AP300 panels are.also used for exterior wall PC-2 PANEL°CLIP applications when striated, Aztecoe' or EXTERIOR. Mt : Inverted rt6.219" x 2.25" @ 8.38" on center with intermediate :156" x 2.0" indentations. INTERIOR FACE: Minor rib .125" x 1..0" @ 3.5" on center. CORE: Foamed-in=place polyurethane 2, 2.5; 3, 4, 5 and 6". JCtGNT: Off -set interlocking tongue and groove with concealed fastening. WIDTH: LENGTH: 42" 48' standard maximum Granttstone facings are desired. °. EXTERIOR FACE:�; " -Minor 6, striated, Azteco° or Granitstone INTERIOR FACE Minor rib$ 125" x 1 0" @ 3.5" on center. CORE :a Foa ein` IN polyurethdiie 2, 2`5, 3;�:4, 5 and 6". JOINT „�?'fir Osgttrlocg tongue and groove with concealed LENGTH: 48'standard maximum' Yx YT �.r �}'lei X� �4' �5 •��1 { _ ;ALLOWABLE UNIFORM LOAD (L%240) # :;.,. y" 4 'yF �i ,j. .. A' `'ALLLOWABLE U_ OAD (L'/120) .; y,5 A'".o-A3T r\S PANEL THICKNESS 4 CEILING'FANELSSPAIt*FEEI'{ r3 u{ Y�Tt =+4< rr atu fS'+'' "r;•fi}1%.�. PANELS -THICKNESS PARTITIO ANELS SPAN IN FEET 4 --:•} t� x T -.a. �D - F -.., TYPE ININCHES__45:, .F• 25 30 35 40 „ 0':=,1.5 .20, rk� �'£�, .,s 0, , �: x :�t-'ix- 5t? +..` ..�'k�,[' ?p .t t?' c2 439 26 10 ' 5, AP 300 2 5 E 1310,"_ 2 5r 53 36 15 8 } �r4425R18r $;x'AP,300„�t= 3 52ar 2922 >}17 ;i:310 r z 4 64�#38rt28�22 18�` 15 f i2t 10 C�'+�"� r� f ' 65 , 45 20 T 1 '6 +rs`r? r4 88 63 31 17, 10 6 - 5 474 �14y 34 262-2 8 `15� 3"tr", �� 106 'f78 40 23 :14 9 6 }88 6 u 7,37`�29 25,120l13 48 29 18 12 8 6 ALLOWABLE.UNIFORM IOdD<(l� 180) } ,1PER $0 FT PANEL THICKNESS `WAIL ['ANEIS SPAN IN FEET TYPE IN INCHES 5t 8 19 T 2� {T4, T 6 18 20 TNICKNESS;(IN)F a'2t 25 ' 3 4 5 6 $ r ; "26%26 2 05 4 a213 2 21 3 2.55 2.72 n 24/24 ° t 2 35 2 43 2 51 2' 68. 2.85 3.02 2 $ 56 26 17 12Kkz ; L AP 200 2.5 71 35 24 ;17 12 �+r INSULATING}EFFICIENCY _ AP 300 3 84; �t4� 30 �y22 5";M d 108 59 42 31 23 O'8JE A ', 5 125 71 539 24 9 15,E 2 2 5 3 5 6 6 x t30 6 13! 78 59E , 45 36 29 23f t' 19 x zTk1lCLCNESS#(IN) .4 17 21 25 33 Al 49 res fe r { Yx F3` r 4£7^r �,�4�., §s � ��,3+s--, • , NOTES: 1) Spans sho" ore simple qnd limited by deflection undeF uniform load only+ Sp governed 6y other factors iridudirig'deflechon due to ,n r,moytlie temperature differentials, mulhple3spans, negghve y+�nd pressure and co nection potnh required 1or,fasteners. Consult your API representative for 2) All uniform load values shown ore 26 feet op both faces ^" "� z gauge ,.�y ,S?^Y ^4-i... 4-. i•.^i X S-:tr,�t „.¢St^�'ii"'"y-Rrtt F.st... ;�1_cS3�''MFr yir.-"ua K. { Y ' 0 a m- DIBBLE ENGINEERS, INC Project No. Sheet No. Project Date R��S �rrrs �► ��Ts � Subject By �,yM p�tt�Id ,s�ttM�c- - gl�"i�� oN hfCE �-�o Se�tlo.v l2.9 v- CC CS S.s C� CMCC1,t41-C- w�c4nf uF 771 G, couc.ch 1�0glPplo =� u.T : trf cc;J,� f -T µis ( tit) wr = 3 FSF ( 12,Sfrx -20,rr-r) + �r3Psf-)(ly(7, Zo,S 7` 12,sF7 f 2o.S Fi l� +2.6 F t S.s Fr) T = Sal Ib r C w 7ar� ccvtA �fti 4 r-) v = C5 w = D,1 r ( )sv71-Itis\.) - - ZZ6 Itss kAA/D = ChVt I-T?Zktdn /Vll—kw'w- eiv'r4ow SKF= C �Gb�. �4 16c- ?,Ott,) �N -S) _ , z. s P- x Ll Pf 'PSG _ -?sb 15s �E= Lo.5 Fr x Vrr �c sPf= Nl0 I of Cf1PCv- IQC 1..//►'Y cdi+'Ofn.ff?6XS -� L4-0 aMAI�M I- 0'rH 171A-CcRa,-S (tIve) DIBBLE ENGINEERS, INC Project No. Sheet No.oj�m6� Project PSG � �s M �S Date Subject 'j�12%L D�SICN' By se�rtor�� _ l � S.sF-r I �I5 d FbL _ S'FT- L S.SF-F !3Z Its (,S F wL=lC,trr-) mvr, NiT = 3Z& /S-,FT — C �3L 1bs x 17l.k-FT (12.rri, (3rsF, _ �rDi Ihs C CEll�v(� wt7ftff(� /horn., A* = �Sl Iti - F7- — ( 1Sd IhJ )c 2, �5+�� � Z�y �`t It's s_ t7 Ibs y5� �4-r se Ca ZZ rorrtz Sc ILC -� 1 s �-� ram- , ZZ � � � s,-�,�r.� � � � 6 � � ► b � S ��; �r7�rcf� �l .c�S;lyfL(L6�. D le V s l e �C 2'evJS " c a aicaz yfGpwij er44 ck ~A�5 Screw Capacities Table Notes 1. Capacities based on AISI S100 Section E4. 2: When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. �I is 27 43 54 68 97 lie 54 68 97 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. #6 Scre.w #8 Screw Design (Pss-643lbs,Pts=419lbs) (Pss=1278ibs,Pis=5861bs) Yld Tensile Thickness (ksi) (ksi) 0.138" dia, 0.272" Head 0.164" dia, 0.272" Head Shear I Pull -Out Pull -Over Shear Pull -Out Pull -Over 0.0188 33 33 44 24 84 48 29 84 0.0283 33 33 82 37 127 89 1 43 1 127 0.0312 33 33 95 40 140 103 0.0346 33 45 151 61 140 164 0.0451 33 45 214 79 140 244 0.0566 33 45 214 100 140 344 0.0713 33 45 214 125 140 426 0.1017 33 45 214 140 140 426 0.1242 33 45 214 140 140 426 0.0566 50 65 1 214 140 140 426 0.0713 50 65 214 .140 140 426 0.1017 50 26' LO Sc(Lt'V-'> ( (N j6M;l Jb ihs Pu1t4�w1 : 3 � If s #10 Screw Iss-1644 Ibs, Pts =1158 lbs) 0.190" dia, 0.340" Head Shear I Pull-00 Pull -over 96 1 50 94 195 263 118 195 370 149 195 523 195 195 548 195 195 548 171 195 534 195 195 548 Table Not 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. 109 137 173 246 159 175 265 345 386 386 386 1ss=2330lbs, Pis = 23251 0.216" dia, 0.340" Head Shear I Pull -Out IPuil-o 55 38 1 105 102 57 15S 118 63 175 188 95 265 280 124 345 394 156 433 557 196 541 777 280 775 249 356 I 386 386 I 777 777 I 284 405 I 7775 apacities .,ew, '%: Sci Pss= 3048 Ibs, Pis = 3201 It 0.250" dia, 0.409" Head Shear I Pull-out Pull-Ov 60 110 127 44 66 73 1 127 191 211 203 110 318 302 144 415 424 180 521 600 227 656 1,016 324 936 1016 396 1067 113 261 112 866 328 948 1,016 468 1,067 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 Fillet Welds FfarebiooveWelds (Mils) Thickness Yleld (ksi) Tensile (ksi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 -1 •1 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1 1269 1 •11 -1 - rr�.0 w�ouly I- nmcrimi uiicFnr�s yrralrr Loan V.l v rrquires enyineenng juogmenr CO aerennme leg or weios, wl ana wZ. DIBBLE ENGINEERS, INCProject No. Sheet No. Project Date Vfr5 CN/) AAW o3/lq llS' Subject Lnu-4' .- OIC5WN By pMf -� C 00- fLe-t - S tt t Z eS si cYrifl� `" lhs �r� �'NJtaN RkLc.� l�tsa6_'1� �rj i6'YiC SF q, 2 r95) •��,, . �l� _ q�r _ 0, ► s � g(36otiJ) �tSc spttcr� & 611 r,7 Ica er�t�c.n S �lvi/ 2V/ T A S T E N E R S PROD UC` INFORMATION Ultimate Load Capacities for Mushroom and Flat Neat. Drive in Norinal-Wei(1ht Concrete,., Anchor Min6num � Mininunn Concrete Compressive Strength (f') Diameter L•rnDeept'tent r y 2,000 psi (13.8 MPa) . 4,000 psi (27.6 MPa) 6,000 psi (41.4 MPa) I Tension Ibs. Shear Ibs. Tension Ibs. Shear Tension Shear d in. h, in. (mm) (mm) (M) (kN) Tie, (kN) Ibs. (kN) Ibs. (M) Ibs. (kN) 3/16 (4.8) 7/8 (22.2) 700 (3.2) 1,100 'l.. (5,0) i, 1080 L (4.9) 1,365 (6.1) 11000 (4.9) 1,370 (6.2) 1/4 (6.4) 11/8 (28.6) 1,320 (5.9) 1,665 (7.5) 1,760 (7.9) 2,090 (9.4) 1,760 (7.9) 2,090 (9.4) 3/8 (9.5) 17/8 (47.6) 2,275 (10.2) 5,580 (25.1) 4,240 (19.1) 7,030 (31.6) 4,240 (19.1) 030 b1.6) 1/2 (123) 518 ?66.7) 2,560 (11.5) 7,945 (35.8) 4,960 (22, 10,205 (45.9) 4,960 (22.3) 10,205 I. Tabulated load values are for anchors installed in concrete. Concrete compressive strength must be at the sppecified minimum at the time of installation, 2. Ultimate load capacities must be reduced by a minimum safety factor of 4.0 or greater to determine aliorrable votking load. Cons Ideration of safety factors of 10 or higher may be necessary depending upon the application such as life safety or overhead, : T Allowable load Capacities for Mushroom an(! Flat mead Drive In Normal -Weight ConcretoV.a Anchor Minimum 4.Minimum Concrete Compressive Strength (IF r Diameter Embedment 2,000 psi (13.6 MPa) 4,000 psi (27.6 MPa) 0i,000 psi (41.4 MPa) p d In. h, in. Tension Ibs. Sheal Ibs. -r erasion Ibs. Shear Tension Shear (nmt) (mm) (kN) (kN) (kN) Ibs. (M) Ibs. (W) Ibs. (M) 3116 (4.8) 7/8 (22.2) 175 (0.8) 275 (1.2) 270 (1.2) 340 (1.5) 270 (1.2) 345 (1.6) 1/4 (6.4) 11/8 (28.6) 330 (1.5) 415 (1.9) .161, '110 440 525 440 525 (2.0) (2.4) (2,0) (2.4) 3/8 (9.5) _ 1 7/8 (47.6) 570 (2.6) 1,395 (6.3) 1,060 (4.0) 1,760 (7.9) 11060 (4,8) 11760 (7,9) 112 (12.7) 2 5/8 (66.7) 640 (2,9j 1,985 (8.9) 1,240 (5.6) 2,550 (11.5) 1,240 (5.6) 2,550 r.,uro:raure roan capaoues usteo are calculated using and applied sai01 factor o14.0. Consideration of sare;y factors of 10 or higher may be necessary depending upon the application such as life safety or overhead. �-2. linear interpolation may be used to determine allowable loads for intermediate compressive, strengths. 3. Allowable load capacities ate multiplied by reduction factors found In the Design Criteria section When anchor spacing or edge distances are less than critical distances. Ultimate load Capacities for Tie -Wire Drive in Normal -Weight Concrete'', Anchor Diameter Minimum Embedment Minimum Concrete Compressive Strength (f �) 2,000 psi (13.8 Mpa) 4,000 psi (27.6 Mpa) 6,000,psi (41.4 PApa) `! in. ( Depth in (MITI) Tension Ibs. (W) Shear Ibs. (M) Tension Ibs. (W) shear Ibs. (M) Tension Ibs. M) Shear Ibs, (kN) 1J4 (6.4) 1118 (28.6) 1,320 (5.9) 1,100 (4.9) 1,760 (7,9) 1,560 (6.9) 1,760 (7.9) 1,560 (6.9) r. rouurareu wau values are For anchors msianea in concrete. concrete compressive strength must be at the sppedfled minimum at the time of installation. 2. Ultimate load capacities must be reduced by a minimum safety factor of 4.0 or greater to determine allonable viotking toad. Allowable Load Capacities for Tie -Wire Drive in Normal -Weight Concrete'',-' Anchor Minimum Minimlirn Concrete Compressive Strength (f�) Diameter 6mDe th dmerat 2,000 psi (13.0 Mpa) 4,000 psi (27.6 Mpa) 6,000 psi (41.4 Mpa) d In. Tension Ibs. Shear Ibs. Tension Ibs. Shear Tension Shear ( (min) (kN) (kN) (kN) lbs. (I(N) Ibs. (kN) ibs. (M) i/4 11/8 330 275 440 390 440 390 (6.4) iAllbl lod (28.6) (1,5) (1.2) (2.0) (1.7) o.va e a capaddes listed are calculated using and applied safely factor of 4.0. 2. Unear interpolation may be used to determine allgrrable loads for intermediate compressive strengths. 3. Allowable load capacities are multiplied by reduction factors found in the Design Criteria section vfien anchor spacing or edge distances are less (ban critical distances. e Powers USA: (800) 524-3244 or (914) 235.6300 Canada: (905) 673-7295 or (514) 631.4216 www.powers.com 2 1117( -'P'awelm Drive, PRODUCT iNFORMNOON FASTEWERS Cotnbilled Loading e For anchors loaded in both shear and tension, the combination of loads should be proportioned as follows: • Where: Nu = Applied Service Tension Load Nu 1 .I' Vcr � � � Nn = Allowable Tension Load l Nn 1 V» Vu = Applied Service Shear Load Vn = Allowable Shear Load Load Adjustment Factors for SI)aCino and Edge Distances' Anchor Installed in Normal-Wel�ht Concrete Anchor Dimension Load Type Critical Distance (Full Anchor Capacity) Critical Minimum Distance load Factor (Reduced Capacity) Minimum Load Factor Spacing (s) Tension and Shear scr =10 d FNs = Fvs =1 A $MIR = 5 d FNS = Fvt = 0.50 Edge Distance (c) Tension ccr =12d FNc =1.0 cmin = 5 cl F NC = 0.00 Shear Ccrt= Fvc=1.0 Wn=5d Fvs=0.50 . vu vu um vunu it urc puunnance uata tarries are nlumpueo op reduction factors when anchor spacing or edge distances are less than critical distances. linear interpolation is alloyed for Intermediate anchor spacing and edge distances hehveen critical and minimum distancesRhen an anchor is affected by both reduced spacing and edge distance, Vie spacing and edge reduction factors must be combined (multiplied). Multiple reduction factors for anchor spacing and edge distance may he required depending an the anchor group configuration. Load Adjtls meni -Factors for NorYimai-Weittht Concrete Spacing, Tension (FNs) tar Shear Vvs) Dia. in.) 3/16 114 318 112 scr (in.) 1 7/8 2 112 3 3/4 5 smrn 00 1 1 114 1 718 2112 1 0.50 11/4 0.67 0.50 $ 1718 1.00 0.75 0.50 2 0.80 0.53 '^ ILA0.67 21l2 1.00 0.50 3 0.80 0.60 Q 3 3/4 4 1.00 0.75 0.80 5 1.00 lidge Distance, Tension (FNC) Dia. in. 3116 114 318 112 21/4 3 41/2 Crain (in.) 1 1 114 1 7/8 .6 21/2 1 Oleo 1 114 0.85 0.80 Yi 1718 0.94 0.87 0.80 2 0.96 89 L 0.81 t✓ 2114 1.00 0.9 0.83 2112 0.94 0.85 0.80 2 3/4 0.97 0.87 0.81 3 1.00 0.89 0.83 0 3112 0.92 0.86 0.96 0.89 a w 4 112 1.00 0.91 5 5 0.94 1.00 Notes: For anchors loaded In tension and shear, the critical spacing (sc,) Is equal to 10 anchor diameters (10r1) al vrhic the anchor achieves 100% of load. Minimum spacing (smin) is equal to 5 anchor diameters (5d) at which the anchor ii achieves Sol - of load. f y�L11 N1 Notes: For anchors loaded in tension, the critical edge distance (cc,) Is equal to 12 anchor diameters (120 0t which the anchor achieves 100°10 of load. Minirnu n edge distance (cm,,d Is equal to 5 anchor diameters (5d) at tivhich the anchor achieves Bolo of load. e wut►w.}�owers.cott < Canada: (905) 673-7295 or (514) 631.4216 powers USA: (860) 524-3244 or (914) 235-6300 -?owers. FASTENERS PRODUCT INFORMATION Drive' Load Adjustment Factors for Normal -Weight Concrete Edge Distance, Shear (fvj 3/ 6 1.4 318 112 21'14 3 4112 6 Amin In, 1 1 114 17/8 2112 t. 0.50 cx...::�;w7r\5::li,t` 3 F :,'t:s>�;<�i� ;ra,� :t^,• 1' 4 17/8 O ti6 0:40 0.50 8 ;�.: a, ,:ate" :; ,€ • : >�. ,.i:t�rg a.,. A-5 21141 1.00 .7 : u 21. :;,:_�,es4fi..ri O:B6 0:62 0.50 2 314 31/2.NS tee, �3; � .:' ;v 0 93 Z 0.67 0. 412 10 0 79 5 ,:,.:r. �• ��i a x:.::., :::. t ,•.•.. 0.86 1.00 ! a e Round Head Drive Notes: for anchors loaded in sheay the critical edge distance (crf is equal to 12 anchor diameters (°tid) at which the anchor achleves 100% of load. Minimum edge distance p.Q is equal to 5 anchor diameters (5d) atwhlch the anchor achieves So% of load, C Cat. No. Size Drill Dia. Min. Embed. Std. Box 'Std, Carton Wt.1100 3211 114" x 1 114" 1 44" 1 118" 100 1,00 1 3l4 3241 1l4" x 1 1l2" 114" 1 11.8" 100 1,000 2 1 /2 3271 1/4" x 2" 1/4" 1 118" 100 11000 3 3301 1/4" x 2112" 1/4" 1 1/8" 100 11000 3 314 3601 j 3/8" x 2" 1 3/8" 1718" 1 25 250 7 112 3631 1 3/8" x 21/2" 1 318" 1 77 " 25 250 8 1/2 3691 318" x 3112" 3/8" 1 7/8" 25 250 11 3l4 3781 112" x 3" 112' 2 518" 25 125 25 Fiat Head Drive Cat. No. Size Drill bia, I Min. Embed. Std. Box Std. Carton Wt./1100 3092 3116" x 1 112" 3116" 718" 100 1000 1 114 3122 3116" x 2' /16" 7 8' no 000 1314 3152 11 " x 21W 3116" 718" 100 11000 2 162 3116" x 3" 3116 7 8" 100 1 M 2112 1242 114 ' x 1 1:/2 1:M 1 118" 100 1000 2112 3272 114" x 114' f 18" 100 100 330 114" x 2 112 11. ' 111 100 1400 3 $14 $ 2 1.1 x 3 1/4 1 /_ 00 100t1 112 3362 114" x 1/2" IA8 1 118' 1 .0 1 00 S 3302 14' x 4 1/4 111 8 100 500 5 314 Tie -Wire Drive (11316V Tle-wire Hotel Cat. Ne. Size Drill Dia. Min. Embed. Stcl. Box Std. Carton Wt./100 3244 1�4" x 1314" Master Pad 114" 1 1-18" S00 500 2112 3245 1 14 x 1314" 114 1118" 100 00 21R 3250 Tie -Wire Setting Tool _ .. 1 1 114 ki, * 1 - � - - � 7- --'15, 7 "--- �=- O 2011 Powers fasttnem tnc. A0 Rights Restored. DM h a (egistered Irademtrk of Powers n steners, loc. ra the most current product loramsttan piesse awm"Verscom c Powers USA: (800) $24-3244 or (914) 235.6300 Canada: (905) 673-7295 or (514) 631-4216 www.powers.com 4 1► nhh""D supply. EiY4 c4� l.4ill�lw r�fE@l C:Ot Uniform Wind +'thermal I...rad* Load (psf) Spail (ft) Shear DagralTl Moment. Nagran) Stock.t. on, tl A Onteirleir Panefl .5 26.08 Structural /lnalysls foi• a 011e Foot Panel Width: Reaction (lb/ft): -65 Shear (lb/6): -65 b5 Supper# Moment (ln-lb/ft): In -Span Moment (tmib/fl): & •101 Distance (in): -4 116E 48 Deflection .(in): -1.781 Distance (in): > 156.45 Deflection Ratio (I./?): I 178 (panel Design Summaly: Crud Supt. End supt. Int. Supt, Connection Null -Out Connection (14) (fi)) (lb) Uillimle Value: -1099 -1226 �3G50 Design Safety Factor: 2,00 3.00 2.00 Design Value: -550 -4bo -1626 Actual Value: -228 -228 NiA Actual Safely Factor: 4.82 6.37 NIA Int. S(q)t. Deflection null-Ouil shear Duckling Ratio (1b) psi (psi)Ili?) .'j226 12.32 20b10 3.00 3.00 2.50 .409 8324 180 l�l/A 1.(J9 4301 170 NIA 11.26 4.94 NOTES: 1) Beckon properties, ultimate values and safely factors used, to generate this table: lc = 2.9739 1 /Fl Sbr=1.1861 Ins/Ft Sbt _ 1.1931 ln3/Ht A a = 69.ti4 In /Fl G c c 402 psl � 0 29,600,000 psl 2) This table assumes minimum 10 Ga. Steel Supports wflh a single fastener pullout cap elty of 613165. 3) This table assumes 2 Hidden Screws with Ciip Only. 4) The calculated dead weight at th6 panel is ?.74 psf and has not been considered in the tabulated loads shown above. 6) harielS must be checked independently for thermal stress and manufacturing and shipping considerations. 6) `Temporature di(ferentlal,OT, c GOOF (WaceloLlner). 7) This analysis was prepared on February 7, 2013 using SpanPro Release 3, Beta 12. City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 9/1/2015 JAY ROWLEY 3807 SOUTH RD MUKILTEO, WA 98275 RE: Permit No. D15-0078 PETSCHLS MEATS 1150 ANDOVER PARK E 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 10/27/2015. 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 10/27/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo2 Permit Technician File No: D15-0078 6300 Southcenter Boulevard Suite #100 9 Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Joanna Spencer From: Mario Banchero <mario@mondoandsons.com> Sent: Thursday, April 16, 2015 10:40 AM To: Brandon Miles; Joanna Spencer Subject: 1150 Andover Park E Brandon We understand that a requirement of our building permit is to install a double detect check valve. We will install the valve within 90-days of issuance of the building permit. I understand that final approval of our building permit may be delayed or withheld if we have not installed the valve. Thanks, Mario Banchero President Mondo & Sons Inc. 206-725-1565 ext 94 mai-io@mondoandsons.com. This message (including any attachments) may contain confidential information and is intended only for the use of the addressee. If you are not the addressee, any review, use, dissemination, distribution, disclosure, copying or taking of any action in reliance on the contents of this information is strictly prohibited CORRECTION LTR#._,_4-� RECEIVED CITY OF TUKWILA IS a- 0078 APR 16 2015 PERMIT CENTER City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director April 03, 2015 ROWLEY REFRIGERATION 3807 SOUTH RD MUKILTEO, WA 98275 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0078 PETSCHLS MEATS - 1150 ANDOVER PARK E Dear ROWLEY REFRIGERATION, 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: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. Since project will include alterations to the existing plumbing system; new cooler requires fire sprinkler heads installation. The entire plumbing system must be brought up to the current standards as set forth in the Uniform Plumbing Code including installation of approved backflow prevention on the domestic and fire protection supply lines to the building. The City has determined that this building has deficiencies on the fire prevention line. The fire line connection to the building has a non -testable dual check valve installed for backflow protection which needs to be replaced with a Detector Double Check Valve Assembly (DDCVA) that meets current requirements. The Fire Department Connection (FDC) currently has a double Siamese fitting and needs to be replaced with a Knox Lock Box. The Public Works Director will withhold issuance of this permit until backflow issue is resolved. Applicant has two options either apply for a Public Works permit and install the correct DDCVA or post a bond for 150% DDCVA installation cost together with a letter confirming installation within 120 days. A separate letter was mailed to Mr. Bill Petschls on April 3, 2015. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3670. Si erely, Wegan Pars s Permit Techn' File No. D15-0078 6.3nn .Snuthren.ter Rnulevard .Suite #inn a Tukwila Wn.chin.otnn 9RIRR a Phnna 2n6-437-367n a Fnr 2nh-431-3665 Joanna Spencer From: Todd Reedy Sent: Tuesday, March 31, 2015 7:12 AM To: Joanna Spencer Subject: RE: Petschels Meats @1150 APE D15-0078 Good Morning Joanna, This is the situation at 1150 APE: - They have an RPPA installed on the domestic service that is current on testing. -No irrigation system. -The fireline connection has a non -testable dual check valve installed for backflow protection. Needs to be replaced with a DCDA to meet current requirements. -The FDC currently has a double siamese fitting. Needs a Storz adapter. Please let me know if you have any questions, Todd From: Joanna Spencer Sent: Monday, March 30, 2015 11:15 AM To: Todd Reedy Cc: David McPherson; Han Kirkland Subject: Petschels Meats @1150 APE D15-0078 Good Morning Todd, Are their backflows current? Joanna PERMANENT FILE COP` D15--00'18 City of Tukwila Jim Haggerton, Mayor • Department of Public Works Bob Giberson, P.E., Director April 1, 2015 Bill Petschl 1150 Andover Park East Tukwila, WA 98188 RE: Petschl's Meats Tenant Improvement 1150 Andover Park East Permit Number: D15-0078 To Whom It May Concern: In accordance with Washington State Department of Health guidelines for Group A Public Water Systems, Public Works has implemented a cross -connection control program to protect the public water system from contamination via cross -connection. Since the project will include alterations to the existing plumbing system (new cooler needs to have a fire sprinkler system installed), the entire plumbing system must be brought up to the current standards as set forth in the Uniform Plumbing Code including installation of an approved backflow prevention on the domestic, fire prevention and irrigation water supply lines to the building. The program requires elimination or control of any cross -connection between the distribution system and a consumer's water system by the installation of an approved backflow device. The City has determined that the building at the above address has deficiencies on the fire prevention line. The fire line connection to the building has a non -testable dual check valve installed for backflow protection which needs to be replaced with a Detector Double Check Valve Assembly (DDCVA) that meets current requirements. The Fire Department connection (FDC) currently has a double Siamese fitting and needs to be replaced with a Storz Knox Lock Box. If you need assistance locating the above backflow deficiencies in the field, please contact Mr. Todd Reedy, Water Quality Specialist, Tukwila Water Department at 206 571-6309. The Public Works Director will withhold issuance of the Petschl's Meats D 15-0078 permit until the Permit Center receives a revision to this TI permit application or a separate Public Works Type C Construction permit for the DDCVA replacement. For a Type C permit, Public Works collects a base application and plan review fee ($250.00 plus 2.5% of construction cost for backflow installation and meter replacement). An additional 2.5% of subject construction cost will be assessed at the time of permit issuance. PERMANENT FILE CONY D15e*0076 Bill Petschl Page 2 April 1, 2015 Applicant also has an option to post a bond or other financial guarantee for replacement/installation of DCVA in the amount equal to 150% of the design, installation and testing cost of the subject backflow, together with a letter confirming the installation in no more than 120 days. I have enclosed Public Works Bulletin C5 to help you. Please contact me at (206) 431-2440 or via email at Joanna.spencer@tukwilawa.gov if you have questions. Sincerely, Cr/ Joanna Spencer Development Engineer JSJs enclosures: Public Works Bulletins # A1,-2,-9 and C5 Public Works Permit Application cc: Jay Rowley, Applicant Todd Reedy, Water Dept. Mike Cusick, P.E., PW D15-0078 File (W:PW Eng/Other/Joanna Spencer/Letter Petschl Meats 040115) <� ly��J`*V4r* 1Oi PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0078 DATE: 04/16/15 PROJECT NAME: PETSCHLS MEATS SITE ADDRESS: 1150 ANDOVER PARK E Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Fire Prevention ❑ Planning Division ❑ 0,1cWo®rks Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 04/21/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/19/15 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPN PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0078 PROJECT NAME: PETSCHLS MEATS DATE: 3-27-15 SITE ADDRESS: 1150 ANDOVER PARK E X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: K�S- Awc, -141II15 �,M-AA49li5 CL-01CA-- Building Division Fire Prevention Planning Division Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 3-31-15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 4-28-15 Approved ❑ Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) l REVIEWER'S INITIALS: DATE: —Q�;l �Y? Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PWV Staff Initials: City Of Tukwfla Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.goy SUBMITTAL REVISION Revision submittals must be submitted in person at the permit Center. Revisions will not be accepted through the mail, fax, etc. Date: � G 2Ot5 Plan Check/Permit Number: /5— 00-Nj Response to Incomplete Letter # Response to Correction Letter # J- 8 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name:_ Project Address: Contact Person: sc,, ,5 "� / o Glover Summary of Revision: �w Phone Number. '004 4-31' 2-,l`?0 Fop — �PPuc r UGAxe-i- vt` e5 to 62 PU194 6 XDr/--s _%yam G GU' 7TU0T7 ©1 J � lT RECEIVEu CITY OFT KWILA. PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio ,,�Received at the City of Tukwila Permit Center by: aw Q— Entered in TRAMT on ROWLEY REFRIGERATION, INC Page 1 of 2 Washington State Department of Labor & Industries ROWLEY REFRIGERATION, INC Owner or tradesperson ROWLEY, JAY A Principals ROWLEY, JAY A, PRESIDENT ROWLEY, JOHN A, VICE PRESIDENT Doing business as ROWLEY REFRIGERATION, INC WA UBI No. 600 293 550 License Home lnicio en 1..spaiwl Contact Search L&I A-'L Index Help Nly Secure 141 Safety Claims & Insurance Workplace Rights Trades & Licensing 3807 SOUTH RD MUKILTEO, WA98275-5725 425-742-7742 SNOHOMISH County Business type Corporation 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. ROWLEI'212K9 Effective — expiration 05/29/1979-1112612016 Bond ..._............ FIDELITY & DEPOSIT CO OF MD $12,000.00 Bond account no. 30492344 Received by L&I Effective date 11/15/2001 10/19/2001 Expiration date Until Canceled Insurance Allied Property & Cas Ins Co $1,000,000.00 Policy no. ACP7516313923 Received by L&I Effective date 10/06/2014 09/30/2014 Expiration date 09/30/2015 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ...................................... . No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=60029355O&LIC=ROWLE*212K9&SAW= 4/23/2015 GENERAL REQUIREMENTS & DESIGN CRITERIA 2 .7 3 4 5 THESE STRUCTURAL :NOTES SUPPLEMENT ROWLEY REFRIGERATION'S SPECIFICATIONS, ANY DISCREPANCY FOUND D. FOR FASTENING LIGHT GAUGE MEMBERS TO STRUCTURAL STEEL OR TO CONCRETE, POWDER DRIVEN OR 27'-1" 26'-6" 26'-6" 27'-1" AMONG THE DRAWINGS, SPECIFICATIONS; THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO DIBBLE PNEUMATIC FASTENERS SHALL BE ZINC PLATED AND SHALL BE MANUFACTURED BY HILTI OR EQUAL AS Q V-4" BTWN ENGINEERS, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY ROWLEY REFRIGERATION INDICATED' IN THE DRAWINGS WITH THE CAPACITIES SHOWN TO BE VERIFIED BY THE CONTRACTOR PRIOR TO qq /► AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT ROWLEY REFRIGERATION'S DISK AND EXPENSE. CONSTRUCTION. FOR PULLOUT APPLICATIONS OF POWDER DRIVEN OR PNEUMATIC FASTENERS, /�1 A E CAPACITY EXCEEDS THREE ROWLEY REFRIGERATION SHALL VERIFY AND COORDINATE. THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO NON-DESTRUCTIVE .PULLOUT TESTS SHALL BE PROVIDED TO VERIFY- THAT THE TESTED CA C TY E I PROCEEDING WITH ANY WORK OR FABRICATION. ROWLEY REFRIGERATION IS RESPONSIBLE FOR ALL BRACING AND (3) TIMES.THE ALLOWABLE VALUES INDICATED IN THE DRAWINGS. TEST ONE (1) CONNECTION IN EVERY FIFTY I I I I SHORING DURING CONSTRUCTION. (50) FOR PULLOUT CONDITIONS: 1 I 1 E. ALL MATERIALS SHALL BE STORED DRY AND SHALL BE KEPT FREE OF CORROSION. DAMAGED MATERIALS WILL II II BUILDING CODE. & REFERENCE STANDARDS: .THE "INTERNATIONAL BUILDING CODE" (IBC), 2012 EDITION, AS ADOPTED NOT BE ACCEPTABLE. I L AND MODIFIED BY THE CITY OF TUKWILA, GOVERNS THE DESIGN AND CONSTRUCTION OF THIS PROJECT. REFERENCE TO A SPECIFIC SECTION IN THE. CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE FABRICATION Oj I Q I OI I MATERIALS REFERENCE STANDARDS NOTED BELOW. THE LATEST EDITION OF THE MATERIALS REFERENCE STANDARDS ALL FRAMING MEMBERS SHALL BE CUT SQUARELY AND SHALL BE POSITIVELY HELD IN PLACE UNTIL PROPERLY E ROOF GLB ©G IDL SHALL BE USE[.). FASTENED 1 1 O TYP @ GRIDS 2,3&4 ' 1 II 1 II CONTRACTOR RESPONSIBILITIES: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF ERECTION ` II II CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND WSHA. THE CONTRACTOR IS IRT CEILING SUPPORT MEMBERS: I 1 NEW 4 RTI PARTITION PANEL I I RESPONSIBLE, FOR.THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE 1. WALLS SHALL BE INSTALLED PLUMB AND IN SQUARE AT THE LOCATIONS AND SPACINGS INDICATED IN THE I � ON 7"Wx12"HT CONC CURB-- TEMPORARY SHORING,. BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS DRAWINGS. 0O EXISTING NON-STRUCT WALL :TO I I II I II COMPLETED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE 2. NESTED TRACK/STUD CONFIGURATIONS SHALL BE SECURELY ATTACHED AT BOTH FLANGES AT THE TOP AND BE REMOVED; RE-ROUTE ANY CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY: TRACK AND SHALL BE SEATED SQUARELY IN THE TRACK: PLUMB VENTING TO OUTSIDE- BOTTOMI 1 I I _ 4 S-2 HI EXISTING NON STRUC II II T 3. ` CEILING SUPPORT TRACK/STUD SPLICES ARE ALLOWED AND SHALL BE DETAILED PER PLAN. I I I I 3/S-2 L0: I WALL TO BE REMOVED DESIGN CRITERIA 4. POSITIVE CONNECTINS SHALL BE PROVIDED AT SUPPORTING MEMBERS PER THE DRAWINGS. A. VERTICAL LOADS 1. DEAD LOADS: RTI CEILING AND PARTITION PANELS 3 PSF HARDWARE 2. LIVE LOADS: CEILING ASSEMBLIES (ACCESSIBLE) 10 PSF A. BOLTS SHALL BE ASTM A-307. THREADED ROD SHALL BE ASTM A36. USE DOUBLED -UP HEAVY HEX NUTS I I I INTERIOR WALL LOADS (PER 1611.5) 5 PSF UNLESS NOTED OTHERWISE PER PLAN. 1 1 1 REMOVE o RELOCATE E 8 10 SLIDER @ NOTED AS 2 x2 x3 16 ( ) B. WASHERS SHALL BE STANDARD CUT OR MAL LEABLE IRON WASHERS UNLESS OTHERWISE N B. LATERAL LOADS: ALLOW 33/ INCREASE IN STRESSES FOR WIND AND SEISMIC- FORGES. '.LATERAL FORCES ARE/ I I PARTITION TRANSMITTED BY DIAPHRAGM ACTION OF THE FLOORS TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO PLATE WASHERS (SIMILAR TO THOSE REQUIRED FOR TIMBER SHEATHED SHEAR WALLS IN SEISMIC ZONES 3 AND I I (N) -- - THE FOOTINGS, .WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND SLIDING 4) REMOVE (E) SLIDER --- FRICTION OF EARTH. OVERTURNING IS RESISTED BY THE DEAD LOAD OF THE STRUCTURE. C. HARDWARE EXPOSED TO WEATHER OR TO VIEW SHALL BE GALVANIZED OR PROTECTED WITH OTHER APPROVED SEISMIC IMPORTANCE FACTOR IE 1.0; OCCUPANCY CATEGORY - II; I I nl - MEANS OF CORROSION PROTECTION. I I III SS = 1.434G; S1 = 0.534G; SITE CLASS = D; - - SIDS = 0.956G; SEISMIC DESIGN CATEGORY = D;- - - - - - B SD1 = 0.534G; MECHANICAL/POWDER DRIVEN FASTENERS DB BASIC SEISMIC FORCE RESISTING SYSTEM = A-13 (BEARING WALL SYSTEMS) LIGHT -FRAMED WALLS WITH A. MECHANICAL FASTENERS' PRE -DRILLED ANCHORS): II II WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE; 1: TYPICAL MECHANICAL ANCHORS WHICH ARE INSTALLED IN CONCRETE SHALL BE KWIK BOLT -II. AS MANUFACTURED _ 8''Sb PIPE W FAN FOR AIR I 11U NIII- CS = 0.15; R = 6.5; BY HILTI, INC. AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S GUIDELINES AND PER FLOW IN OUT,/TYP (2) LOGS - I II I Cn �) ul DESIGN BASE SHEAR (WIND/SEISMIC GOVERNED) V = 492 LB; / U1 I - (� I I ICBO REPORT #4627 OR APPROVED EQUAL » o ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE PER AS{,E /, SE(; 1I.8. 2. TYPICAL' DRILL -AND -TAP ANCHORS SHALL BE OF THE SIZE AND LENGTH AS CALLED OUT ON PLAN USING THE 20 -6 1 1 4 -3 ± R WL "SPIKE PER ICBO REPORT 5225 0R APPROVED EQUAL. "SPIKES" SHALL BE INSTALLED PER THE A R Q d _ SPECIAL INSPECTIONS MANUFACaTURER'S SPECIFICATIONS. SPECIAL INSPECTIONS SHALL CONFORM TO SECTION _1701 AND 1702 OF THE 2012 IBC. PRIOR TO CONSTRUCTION ROWLEY REFRIGERATION SHALL BE RESPONSIBLE TO COORDINATE A SCHEDULE OF REQUIRED INSPECTIONS AND B. POWDER DRIVEN FASTENERS. OR STEEL SHALL BE AS 1. TYPICAL POWDER DRIVEN FASTENERS WHICH ARE INSTALLED IN CONCRETE co SHALL SUBMIT THIS SCHEDULE TO ENGINEER OF RECORD FOR APPROVAL. MANUFACTURED BY HILTI, INC. AND SHALL BE INSTALLED .IN CONFORMANCE WITH THE MANUFACTURER'S Ln QUALITY ASSURANCE GUIDELINES AND PER ICBO REPORT #2388 OR APPROVED EQUAL 2. ALL FASTENERS SHALL BE OF THE TYPE AND SIZE REQUIRED TO MAINTAIN THE REQUIRE[) PENETRATIONS. `i' ROWLEY REFRIGERATION IS RESPONSIBLE TO PROVIDE FULL TIME QUALITY CONTROL OVER ALL FABRICATION AND cv 3 Of wMechanical Permit shall FASTENERS INSTALLED IN CONCRETE SHALL BE INSTALLED WHEN THE SPECIFIED 28 DAY COMPRESSIVE O I ,- o *Separate ERECTION ACTIVITY. ROWLEY REFRIGERATION SHALL BE RESPONSIBLE TO OBTAIN MILL. CERTIFICATION FROM THE LIGHT STRENGTH OF THE CONCRETE HAS BEEN OBTAINED. d- • GAUGE STEEL MANUFACTURER OR SHALL BE RESPONSIBLE TO PROVIDE TENSILE TESTS AND GALVANIZATION TESTS TO be required for: Coolers, freezers, 3. FASTENERS WHICH ARE USED IN PULLOUT CONDITIONS SHALL BE -NON-DESTRUCTIVE LOAD TESTED IN TENSION /S-2 THE ENGINEER OF RECORD TO VERIFY THE ADEQUACY OF THE LIGHT GAUGE MATERIALS. TO (2} TIMES THE ALLOWABLE" LOAD EVERY (5O) FASTENERS. I TYP / `° 1 walk-in coolers and. freezers, i.e. MATERIALS N N assembled and hardwired. - � L E FORMED FROM GAAVANIZED ASTM A653 1653M SQ QUALITY GRADE 50 CLASS I MISCELLANEOUS N +� t ) �,. 2 S-2 6� 9� A. ,GAUGE MATERIAL SHALL B C R / ( )� ROWLEY REFRIGERATION SHALL VERIFY ALL DIMENSIONS AND CONDITIONS -PRIOR TO PROCEEDING. ROWLEY � � / 1 Self-contained plugin coolers STEEL. FOR 12, 14, AND 16 GAUGE MATERIAL WITH A MINIMUM YIELD OF 50 KSI; AND GRADE 33 STEEL FOR L PERMANENT SUPPORT AND/OR STIFFENERS ;V TYP E PROVIDE ERECTION RACING AS NECESSARY UNTIL P RM REFRIGERATION SHALL- PRO D B / 18 GAUGE MATERIAL AND LIGHTER WITH A MINIMUM YIELD OF. 33 KSI. MINIMUM THICKNESS SHALL BE PER ICBU LANs FOR WALL OPENING CORNER Or freezers (appliance type) Shall ARE INSTALLED. ROWLEY REFRIGERATION SHALL REFER TO THE .ARCHITECTURAL P , ACCEPTANCE "CRITERIA AC46. STEEL COMPONENTS VALUES: MINIMUM THICKNESS (MILS); DESIGN THICKNESS ARCHITECTURAL TREATMENT AND ALL OTHER DIMENSIONS NOT SHOWN. ROWLEY. REFRIGERATION SHALL REFER TO ( 4" RTI CEILING not require a mechanical permit. (INCHES); GAUGE (GA); MINIMUM YIELD STRESS (KSI) MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES CONDUITS, PANEL, I q . MILS INCHES GA KSI MILS INCHES GA KSI ETC., NOT SHOWN: FULL -SPAN, TYP 16 0.016 26 33 54 0.0566 16 50 18 0.0188 25 33 68 0.0713 14 50 CAST -IN -PLACE CONCRETE & REINFORCEMENT 4" RTI WALL PANEL, TYP 27 0.0283 22 33 97 0.1017 12 50 33 0.0346 20 33 REFERENCE STANDARDS: CONFORM TO: D D 43 0.0451 18 33 (1) ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY". NOTE: MINIMUM THICKNESS IS BASED ON UNCOATED STEEL. THE MINIMUM THICKNESS REPRESENTS 95% OF THE DESIGN THICKNESS AND IS THE MINIMUM ACCEPTABLE UNCOATED THICKNESS DELIVERED TO THE JOB (2) IBC CHAPTER 19_ SITE BASED ON SECTION A3.4 OF THE .1996 AISI SPECIFICATION: (3) ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE", SEC 3 "REINFORCEMENT AND REINFORCEMENT SUPPORTS." ---- ALL MEMBERS SHALL BE GALVANIZED PER ASTM A924/A924M (LATEST ADDITION) WITH MINIMUM COATING I I AS FOLLOWS: FIELD REFERENCE: THE CONTRACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15, STANDARD - REQUIREMENTS FILE �' - A ASTM REFERENCES. - CONCRETE ACI 301 WITH SELECTED ACI AND NON LOAD BEARING STUDS ASTM C645 G40 COATING SPECIFICATIONS FOR STRUCTURAL CONCR ( ) LOAD BEARING STUDS ASTM C955 - G60 COATING r f1l1 EXPOSED EXTERIOR STUDS ASTM C955 - G90 COATING CONCRETE MIXTURES: CONFORM TO ACI 318 CHAPTER 5 "CONCRETE QUALITY, MIXING, AND PLACING."Permito■ B. ALL ; MEMBERS SHALL HAVE THE MINIMUM EFFECTIVE PHYSICAL AND STRUCTURAL PROPERTIES AS INDICATED MATERIALS: CONFORM TO ACI 318 CHAPTER 3 MATERIALS" FOR REQUIREMENTS FOR CEMENTITIOUS MATERIALS, Plan revi®�II € roval is sub sct to er rors rror� a ( ) AGGREGATES; MIXING WATER AND ADMIXTURES. I and f11liCJrt. BELOW PER THE STEEL STUD MANUFACTURERS ASSOCIATION SSMA ICBO ER REPORT 4943-P OR EQUAL THE I I P CONTRACTOR'S OPTION: REINFORCING BARS ASTM A615, GRADE 60, DEFORMED BARS, Approval O� construction dacuments does no authorize EFFECTIVE PROPERTIES Via violatlon of any adopted Code or ordinance. Receipt MEMBER FY KSI IX IN4 SX IN3) USE MIX DESIGNS: PROVIDE . A 5-SACK MINIMUM, 28-DAY COMPRESSIVE STRENGTH F C = 2,500 PSI CONCRETE MIX WITH ( (�) (i approved FIOId C®py ndltl®n� is acknowledged: 60OS250-43 33 3.082 0.918 CEILING SUPPORT MAXIMUM 3/4' AGGREGATE AND 0.50 W/C_ RATIO FOR ALL ISOLATED POST AND CONTINUOUS WALL FOOTINGS, 60OS250-54 50 3.760 1.069 CEILING SUPPORT SLABS -ON -GRADE, AND BASEMENT WALLS EXTENDING NO MORE THAN 8" ABOVE FINISH GRADE ELEVATION. FOR _ � 60OS250-68 50' 4.727 1.342 CEILING SUPPORT BASEMENT WALLS EXTENDING MORE THAN 811 ABOVE `FINISH GRADE AND ALL SITE WALLS, PROVIDE A 5-1/2 SACK o �` 80US250-43 33 6.015 1.313 CEILING SUPPORT i I I MINIMUM F'C = 3,000 PSI CONCRETE MIX WITH MAXIMUM 3/4" AGGREGATE AND 0.50 W/C RATIO. Data: 80OS250-54 50 7,378 1.525 CEILING SUPPORT 80OS250-68 50 9.261 2.003 CEILING SUPPORT MIX DESIGN NOTES: 100OS250-`54 1 W C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE .TOTAL WEIGHT OF Q6 of 50 12.66(} 1.879 CEILING SUPf'OR.1 O / TuWla 1000S250-68 50 15.751 2.670 CEILING SUPPORT CEMENTITIOUS MATERIALS. BUILDING I j 10N ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE DRAWINGS OF A MINIMUM 18 SPECIFIED, (2) CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM GAUGE MATERIAL UNLESS OTHERWISETO ACI 301 SEC 4,2.2.8.B. MAXIMUM AMOUNT OF FLY ASH SHALL BE 20% OF TOTAL CEMENTITIOUS CONTENT I �� C I a'G► E MERICAN IRON &STEEL INSTITUTE UNLESS REVIEWED AND APPROVED OTHERWISE BY SER. O(iA ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE A I CONTACTWITH, THE �' (3) AIR CONTENT: CONFORM TO ACI 301 SEC 4.2..:2.4. HORIZONTAL EXTERIOR SURFACES N CO AC COD (� • (AISI) "SPECIFICATION FOR 1`HE DESIGN OF C0LL7-FORMED STEEL STRUCTURAL MEMBERS... PREFABRICATED„ SOIL REQUIRE ENTRAINED AIR. USE MODERATE EXPOSURE VERTICAL EXTERIOR SURFACES REQUIRE PANELS SHALL BE SQUARE, WITH COMPONENTS ATTACHED IN A MANNER AS TO PREVENT RACKING AND TO REVISIONS DISTORTION WHILE LIFTING. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SCREWING OR BY MODERATE EXPOSURE". TOLERANCE IS +/ 1-1/2%. AIR CONTENT SHALL BE MEASURED AT POINT OF � .®�5 No ch r3��S MINIMIZE PLACEMENT: �QR g shall be made to the sc pP OTHER MEANS OF FASTING AS INDICATED ON THE DRAWINGS. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE " E "LENGTH. WIRE TYING OF COMPONENTS SHALL (4) SLUMP: CONFORM TO ACI 301 SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT. �f work I,vithout prior approval of THE STRENGTH OF THE CONNECTION (MIN. 1/8 WELD BY 1 ) _ 'a1� Tukwila Building Division. N SUDS SHALL BE 5 NON -CHLORIDE ACCELERATOR: NON CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE SLABS I I g. E: revisions NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC RICH. PAINT. T O p'� �QN �`�C?T�-• �o�:��,cris will require a new plan � + PLUMBED, ALIGNED AND SECURELY ATTACHED TO FLANGES OF BOTH UPPER AND LOWER TRACK RUNNERS. PLACED AT AMBIENT TEMPERATURES BELOW 50F AT THE CONTRACTOR'S OPTION. �,� Q1.,�15 !� p.an sub OF WALL OPENINGS SHALL INCLUDE HEADERS AND SUPPORTING STUDS AS SHOWN ON THE .DRAWINGS ar j and r ay inducle additional plan revir-nm fe" S. FRAMINGU1L FORMWORK: CONFORM TO ACI 301 SEC 2 "FORMWORK AND FORM ACCESSORIES." REMOVAL OF FORMS SHALL�M' C. ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF TAPPING SELF DRILLING FASTENERS WHICH ARE ZINC CONFORM TO SEC 2.3.2 EXCEPT STRENGTH INDICATED IN SEC 2.3.2.5 SHALL BE 0.75 F'C. - COATED AS MANUFACTURED BY ITW BUILDEX TEK/TRAXX, ELCO DRIL-FLEX; HILTI, GRABBER, OR APPROVED c _ C EQUAL. THE MINIMUM SCREW SIZE/TYPE/POINT SHALL BE #8-18(#2 POINT) TEK OR #10-16 (#2 POINT) TEK MEASURING, MIXING, AND DELIVERY: CONFORM TO ACI 301 SEC 4.3. E E FOR USE IN 20 GA THROUGH 16 GA, AND #10-16 (#3 POINT) OR #12-14 (#2 OR #3 POINT) TEK FOR 1 I I HEAVIER THAN 16 GA UNLESS NOTED OTHERWISE, SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE HANDLING, PLACING, CONSTRUCTING AND CURING: CONFORM TO ACI 301 SEC 5. PROPER SIZE & TYPE FOR A POSITIVE SHEATHING TO METAL CONNECTION. ALL SCREW CONNECTIONS SHALL BE - MADE FROM THE LIGHTER MATERIAL INTO THE THICKER MATERIAL UNLESS NOTED OTHERWISE, SCREWS SHALL REBAR FABRICATION & PLACING: CONFORM TO ACI 301, SEC 3.2.2. "FABRICATION", AND ACI SP-66 "ACI DETAILING - HAVE A MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM MANUAL." CONFORM TO ACI 301, SEC 3.3.2 "PLACEMENT." PLACING TOLERANCES SHALL CONFORM TO SEC 3.3.2.1 G EDGE DISTANCES & CENTER TO CENTER SPACINGS OF 1/2". ALL SCREWS SHALL CONFORM TO SAE J78. SHARP "TOLERANCES:" `'� POINT (OR SELF -PIERCING) SCREWS SHALL BE ASTM C1002 & SELF -DRILLING SCREWS SHALL BE ASTM C95d ALL SCREWS SHALL HAVE A PROTECTIVE COATING PROVIDED IN CONFORMANCE WITH ASTM F1941 (PREVIOUSLY ASTM B633) & SHALL HAVE A PERFORMANCE RATING OF 500 HOURS OF SALT -FOG PER ASTM B117. WHERE (PROJECT) SCOPE OF WORK: MORE CORROSIVE ENVIRONMENTS OCCUR I.E. HAWAII THEN A MINIMUM OF 1000 HOURS OF; SALT -FOG SHALL NOTE: CONTRACTOR TO VERIFY ALL EXISTING pp p p� /� BE REQUIRED UNLESS EVEN GREATER HOURS ARE SPECIFIED BY THE OWNER OR ARCHITECTURAL SPECIFICATIONS CONDITIONS AND ARCHITECTURAL DRAWINGS PROPOSED FLOOR PLAN O REMOVE TWO (2) EXISTING PARTITION WALLS PRIOR TO FABRICATION & CONSTRUCTION. FOR THE CORROSIVE CONDITIOINS/ENVIRONMENT IN WHICH THE PROJECT IS LOCATED. NOTE THAT ROWLEY 1 " _ „ NOTIFY DEI OF ANY DISCREPANCIES FOR SCALE: /8 - 1 -0 O INSTALL NEW PARTITION WALL REFRIGERATION IS REQUIRED TO OBTAIN THIS PERFORMANCE SPECIFICATION (HOURS OF SALT -FOG) & SUBMIT FURTHER DIRECTION THE PROPOSED SCREW MANUFACTURER TEST DATA SUPPORTING THIS PERFORMANCE CRITERIA TO THE ENGINEER =" E CAPACITIES SHALL BE AS INDICATED BELOW & SHALL BE���dli:'�,i'vi�T O INSTALL NEW COOLER (20.5'x12.5°) r OF RECORD FOR WRITTEN APPROVAL. ALL SCREW A ,� ����� �®�, I' VERIFIED BY ROWLEY REFRIGERATIOIN PRIOR TO CONSTRUCTION, ROWLEY REFRIGERATION SHALL PROVIDE SCREW RE TEST DATA FROM THE SCREW MANUFACTURER'S QUALITY ASSURANCE PROGRAM OR SHALL RETAIN AN INDEPENDENT CERTIFIED TESTING AGENCY TO PROVIDE THE LOAD TEST VERIFICATION. THE SCREW MANUFACTURER McCbanical SHALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTLEMENT, Eiectrical [W Iumbing ALLOWABLE VALUES (LBS) FOR SCREWS CONNECTING LIGHT GAUGE STEEL Gas Piping (LOADS TO BE VERIFIED) �➢�y of Tukwila GAUGE DESIGN MATERIAL #8 (0.16�1"� MIN) #10-{0.190"� MIN) #12 (0;219"� MIN} 9s e ,l , DI\1ISION THICKNESS THICKNESS STRENGTH (MLS) .(INCHES) FU, (KSI) SHEAR PULLOUT SHEAR PULLOUT SHEAR PULLOUT 16 0.016 45 57 - 60 66 33 0.0346 45 164 72 177 84 190 97 43 0.0451 45 240 94 263 109 18> 126 RECEIVED RFD 54 0.0566 65 240 171 400 198 573 228 CITY OF Tlil�WlI-A MAR 2 7 20�5 68 0,0713 65 -NA- -NA- 400 249 600 288 97 0.1017 65 -NA- -NA- 400 356 600 410 NOMINAL SCREW STRENGTH REQUIRED 900 1500 1500 2000 2250 3000 1. Dllb.FR r U0 w o Z c� U n w 00 � • � tad ��., v, �\O 0 O•v x 0 w N M rnrj w w aar�i"' z N `�+ 0 Ri U"' �400 ,aU�� WCA u 3 I•••M� d 3 W F--�I w 0 11, SEAL: $ g. CpLlj' llAsBr'�rfiO �+ 39519 "ORAL JpNAL Z It5 6 PROJECT #: Con rT�rT�� F� 1 4< W 00 00 Q I� f� ^ a U w k H � W w PROJECT #: 15-068 DRAWN BY: TTP DESIGNED BY: PAR DATE: DESCRIPTION 3.26.2015 PERMIT SUBMITTAL JURISDICTIONAL STAMP: SHEET TITLE: STRUCTURAL GENERAL NOTES & PLAN SHEET NUMBER: S.1 (E) ROOFING OVER (E) INSULATION TO REMAIN 4" MIN, RTI PARTITION PANEL PER PLAN ...._.... „ MIN RTI 4 .... - PARTITION/CEILING PANEL 40OT200-43 BASE TRACK; �T/(E) ROOF SHTG ATTACH TO WALL PANELS W/ #10-16x /g �..:_....:.... SELF -DRILLING SCREWS @ 16"OC EA LEG. -= — 400T200-43 FLAT & ATTACH TO CURB W/ 1/4"Ox1 1/4„ RAWL BENT TAB @ TRACK END .... -' I „ DIAL QRA,CE @ 42 OC SPIKES Q' 36"OC. PROVIDE (4) ANCHORS W/ (4) #10 WOOD SCREWS 16x'/8„ SELF -[:)KILLING @ 4"OC AT EACH WALL END & EA SIDE 7��„ SCREWS Q 16"OC, EA SIDE OF WALL OPENINGS-- CONC CURB W/ (2) #4 CONT @ 1 (DIAL -TO -FLAT) TOP & #4 DOWELS @ 24"OC W/ --.._.._' -PANEL. JOINT W/ CONT „ 26GA INTERIOR TRIM ANGLE 2 x2 CONT t 2 /2" EMBED INTO (E) SLAB; g/(E) BEAM ..._.......__... T PANEL / BUTYL BEAU SEALANT W/ #10-16x�/8" SELF -DRILLING SCREWS ` 1 » OPTIONAL 1 / MAX CHAMFER EDGES OL � >� �...... ...:..... +17'-2„ @ 16"OC EACH LEG (NOTE 1) a 2 +17 -0 (4) #10-16x 7 /8 SELF -DRILLING ROOF BEAM TO REMAIN SCREWS Q EA FLAT INTO CAP(E) (E) CONC SLAB -ON -GRADE `V w `., 40OT200-4:5 CAP TRACK W/ RTI PARTITION PANEL PER PLAN TYP 4 1,-4„ #10-16x�/ " SELF -DRILLING - ... _. _._ ......... .^ . U a... �,............ _.. SCREWS Q816"OC, EA SIDE 4" MIN RTI PARTITION PANEL PER PLAN --- NOTE�f...I'_..._ 4 c IL f 1. AT .WALLS CORNERS AT GRIP) 2.7, INCREASE SCREW SPACING TO 8"OC EACH LEG. ..:._..::. .............. PLAN VIEW - 7„ TYPICAL PANEL FINGER JOINT TYPICAL PANEL. CORNER CONNECTION WALL PANEL ON NEW CURB AT EXIST SLAB PARTITION WALL PANEL TO EXIST ROOF BEAM 1 2 4 SCALE:1" = 1'-0" SCALE: t" _ 1'-0" SCALE:1" _ 1'-0" SCALE:1" = 1'-0" (E) WALL TO REMAIN (WHERE OCCURS) 4" . MIN RTI CEILING PANEL �B/CEILING PANEL I - i REV EVVED FOR ODE COMPLIANCE APPROVED 26GA INTERIOR TRIM ANGLE 2%2" CONT 7 „ W/ #1.0-16x / SELF -DRILLING SCREWS 8 APR 17 2015 -C� 16"OC EACH LEG -TYP,. � � 10" OC @ WALLS > 40' LONG i � I City of Tukwila I i BUILDING DIVISION FOAM SPLINE (OPTIONAL) T/UPPER FLOOR 6/S-2 TYP B/CEILING PANEL +7'-8 (N) PIPE PER PLAN FOR AIR FLOW EXISTING COOLER (E) INSULATED WALL (GYPCRETE-COVERED FOAM) 10/S-2 TYP T/(E) SLAB +0'-0" �►0,07 RECEIVED CITY OF TUKVillLA U0 W U o U 00 00 ^% O U 00 w �3N P., C/IW` z .CAW W W cn z ,W 000 W (Y+ •� (U a C, � � A W ,..� z 3 m Fri O � H � O i Aa SEAL: $ S' COLT WA or sib, 39519 +j4L ENG� i Z PROJECT #: rT�rT�� 00 00 00 CT H ►--1 O a "� a CY o � ���ll V O W PROJECT #: 15-068 DRAWN BY: TTP DESIGNED BY: PAH DATE: DESCRIPTION 3.26.2015 PERMIT SUBMITTAL JURISDICTIONAL STAMP: SHEET TITLE: STRUCTURAL SECTIONS & DETAILS SHEET NUMBER: S-2