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Permit M19-0128 - HOMEGROWN - NEW WALK-IN COOLER
HOMEGROWN 841 SOUTHCENTER MALL M19-0128 Parcel No: Address; �� �� City of Tukwila Department of Community Development 630OSouthcenterBoulevard, Suite #10O Tukwila, Washington 9W188 Phone: 206'432'3670 Inspection Request Line: 206'438'9350 Web site: http://m/mow.Tukmi|aVVA.nov 9202470010 Project Name: HOMEGROWN MECHANICAL PERMIT Permit Number: MI9'0129 Issue Date: 10/7/2019 Permit Expires On: 4/4/2020 Owner: Name; Contact Person: WESTFIELD PROPERTY TAX DEPT POBOX l3U940,[AKLS8AD WA, 92013 PA M E LA COO LEY Address 401NERAVENNABLVD-#130' Contractor Name: License No: Lender: POLAR BEAR MECHANICAL INC 401NERAVENNADL, SUITEl38, SEATTiE'WA, 98115 POL4RBKx891P[ ''' Phone: (425) 967' 827 Expiration Date: 10/3/2021 DESCRIPTION OfWORK: INSTALLATION OF A WALK-IN COOLER Valuation of Work: $2,900.00 Type of Work: NEW Fuel type: ELECT Fees Collected: $24509 Electrical Service Provided by: PUGETSOUND ENERGY Water District: TUKVV|LA Sewer District: TUKWILA Current Codes adopted bythe City mf Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: Permit Center Authorized Signature: 2015 2015 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VVACZ96460: Code: �u � �� Data: /, f~~�� � '| 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 regulat onst ction or the performance of work. I am authorized to sign and obtain this development permi d agree t. he conditions attached to this permit. Signatur Print Name: Dat/c—�-/< This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: 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) 1: 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). 2: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 5: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 6: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 7: 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. 8: 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. 9: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 10: 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. 11: 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). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of t:he code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 14: ***MECHANICAL PERMIT CONDITIONS' 15: All mechanical work shall be inspected and aipproved under a separate permit issued by the City of Tukwila Permit Center (Z06/431-3670. 16: Manufacturers installation instructions shall be available on the job site at the time of inspection. 17: When special inspection is required, either the owner or the registered design profesfional 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 atimely manner. 18: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (20G)43W'93SO 1400 FIRE FINAL 0703 K4FCHEQUIP EFF 1800 MECHANICAL FINAL 0609 P|PE/DUCT|NSULAJ|ON 0705 REFRIGERATION EQUIP 0701 ROUGH -IN MECHANICAL CITY OF TUKWC Community Development Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Mechanical Permit No. M *-0/02-g Project No. Date Application Accepted: Date Application Expires: For o ice use only) 2-0 MECHANICAL PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: Site Address: iL Hat\ Suite Number: 5?)21., Floor: Tenant Name: 1-k Nri2924)1\iN1 PROPERTY OWNER Name: wl 669Ovli TN. Address: City:CA45h?4 State: will Zip: cam CONTACT PERSON — person receiving all project o u i . ion Name: # 1 ' VLO\ Ad : i *MAU ii City: State: Z. Phon : -5 Fax: E al bc)\2 Q J New Tenant: ¥ 1 Yes MECHANICAL CONTRACTOR INFORMATION Company Name: V..— 11A4 Clir Address: City: State: \A Zip: I Phone: Fax: Contr Reg No.: . xp Date: Tukwila Business License o.:m_ mi.s5% Valuation of project (contractor's bid price): $ Describe the scope of work in detail: Use: Nq4111VibK1 6-c Residential: New Commercial: New Fuel Type: Electric 0 Replacement Replacement Gas El El Other: t\SX HAAppticationsWorms-Applications On Line \ 2016 ApplicationsWechanical Permit Application Revised 1-4-16.docs Revised: January 2016 bh Page 1 of 2 Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Furnace > l 00k btu Floor furnace Suspended/wall/floor mounted heater Appliance vent Repair or addition to heat/refrig/cooling system Air handling unit <10,000 cfm Unit Type Qty Air handling unit >10,000 cfm Evaporator cooler 4 t Ventilation fan connected to single duct Ventilation system Hood and duct Incinerator — domestic Incinerator — comm/industrial Unit Type Qty Fire damper Diffuser Thermostat Wood/gas stove Emergency generator Other mechanical equipment Boiler/Compressor Qty 0-3 hp/100,000 btu C 3-15 hp/500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/1,750,000 btu 50+ hp/1,750,000 btu Noise: Mechanical units need to be in compliance with the Tukwila Noise Code. Maximum permissible sound levels are based on from where the sound is created and where the sound is heard. Additionally, if sound can be heard from within a house at night in a residential zone it may not be allowed. For more details, see TMC 8.22 District of Sound Producing Source District of Receiving Property Residential, Daytime* Residential, Nighttime Commercial Industrial Residential 55 dB(A) 45 dB(A) 57 dB(A) 60 dB(A) Commercial 57 dB(A) 47 dB(A) 60 dB(A) 65 dB(A) Industrial 60 dB(A) 50 dB(A) 65 dB(A) 70 dB(A) *Daytime means 7AM-10PM, Monday through Friday and 8AM-10PM, Saturday, Sunday and State -recognized holidays. A few sounds are exempt from the noise code, including: • Warning devices; • Construction and property maintenance during the daytime hours (lam-1 Opm); Testing of backup generators during the day. 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 extension of time for additional periods not to exceed 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY B LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT, BUILDING Signature Print Na Mailing Address: Day Telephone: City Date:Y 4/2.f zs9z 2 State Zip H:ApplicationsWorms-Applications On Line\2016 AppiicationslMechanical Permit Application Revised 1-4-16.docx Revised: January 2016 bh Page 2 of 2 Cash Register Receipt City of Tukwila DESCRIPTIONS . _ ACCOUNT QUANTITY : PAID PermitTRAK $245.69 M19-0128 Address: 841 SOUTHCENTER MALL Apn: 9202470010 $245.69 Credit Card Fee 7.16 Credit Card Fee R000. 69.908,00.00 0,00 $7.16 MECHANICAL $229.36 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $150.34 PLAN CHECK FEE R000.322.102.00.00 0.00 $45.87 TECHNOLOGY FEE $9.17 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18254 R000.322.900.04.00 0.00 $9.17 $245.69 Date Paid: Friday, August 02, 2019 Paid By: GARRY BELCHER Pay Method: CREDIT CARD 01314Q Printed: Friday, August 02, 2019 1:45 PM 1 of 1 SYSTEMS 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 08/02/2019 01:45:06 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********2973 K TRAN AMOUNT: $245.69 APPROVAL CD: 01314Q RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy INSPECTION RECORD Retain a copy with permit t iL°1°- INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431670 Permit Inspection Request Line (206) 438-9350 Proje . Ty of In ecLlorl: Addre: ©ate Called: Species[ Instructions: ��� C._..• , "�� Da W nted: Req ester: .. Phone No: Approved per applicable codes. COMMENTS: nspecto Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspe ion. must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit ? `cI G PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3f70 Permit Inspection Request Line (206) 438-9350 Project: rep 443. T • f I pection: ,ll A re Date Cal ed: Special fnstructions: Date Wa f ed: a.m. p.m. Req - ster: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r 4-2 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 BRIAN J. SIELAFF, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR HOMEGROWN SOUTHCENTER CBX TUKWILA, WASHINGTON CUSTOM COOLER, INC. TGE PROJECT NO.: TGE DESIGN CRITERIA: STRUCTURAL CODE: SEISMIC PARAMETERS: STAMP 193109,0D FOR CODE COMPLIANCE . APPROVED AUG 3 0 2019 City of Tukwila BUILDING DIVISION CORRECTION LTRO SEISMIC DESIGN CATEGORY: MINIMUM INDOOR LATERAL LOAD: WALL/CEILING DEAD LOAD: CEILING LIVE LOAD: RECEIVED CITY OF TUKWILA AUG 2 8 2019 PERMIT CENTER 2015 IBC Ss = 1.445 g S=O.538g D 5.0 PSF 5.0 PSF 10.0 PSF pia 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 1 of 35 y STRUCTURAL ENGINEERING CALCULATIONS 0', ' 'Project Name: HOMEGROWN SOUTHCEmTER 'Con Location: TUKWILA, WA TGE Job Number: TGE19-13090 � 2 3 4 5 6 7 8 TABLE OF CONTENTS PROJECT INFORMATION ..................... ........................ ............................... --... .......... ................... 3 SCOPEOFWORK .......... ................ ............................. —...................... ......................... ---.......................... ---4 JURISDICTIONAL INFORMATION 4 |[[ EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS. ... ............................ .__.—4 GENERAL STRUCTURAL NOTES 5 SEISMICANALYSIS ... ....................... ................ —.............................. ............... .............. ........... .......................... 6 STRUCTURAL ENGINEERING CALCULATIONS 8 SOFTWARE PRINTOUTS 18 8.1 DOWEL BEARING PRINTOUTS 18 8.3-3. #14TEK SCREW 3.8 8.2 H|OlPR|NTOUTS 20 g MATERIAL AND HARDWARE PRINTOUTS 26 9.1 LARRz5690 26 9.2 WOOD FRAME WALK-IN FREEZER PANELS SHEAR TESTS OF CAM'LO[K[ONNE[TORS 91 812a. LuCassia Dr. ' Boise, Idaho nu7os- (200) 345-894 '(2no) 3*5-8e*6pAX Page uof 35 , STRUCTURAL ENGINEERING CALCULATIONS 'Project Name: HOMEGROWN SOuTNCENTER �CaX 'Location: TWK0NLA,NA TGE Job Number: TGE1g-13090 i PROJECT INFORMATION Tamarack Grove Engineering TGEProject Number: Date: TGEContact: TGE Engineer of Record: Project Client Information; Company: Project Number: Contact: Phone: Email: Client Logo: Project Site Information: Name: Address: Phone: Email: Site Elevation: Live and Dead Loads Indoor Ceiling Live Load: Wall/Ceiling Dead Loads: Steel FacngV\5TM-A,646: Insulation; Miscellaneous: TGEz9'1-3090 O/23/znzg Garrett Dahl CUSTOM COOLER INC. 19-:L10 PAatLam 4znE.Arrow Highway San Dimas, [A9z773 909'592'1111 Pha¢]amRcustomcoo|ecoom Custom m°� - ^ - ~-- Homegrown Sout6Center 84zSouthcente,Mall, Space#Bz Tukwila, WA 98:L88 N/A 2.2 PSF (26GA.-t~oozinch) i.n PSF 2.8 PSF 5.o PSF Cooler nm mnoa. La Cassia Dr. 'Boise, Idaho eornm'(2no) 345-8e4 - (208) 345-8946rAX Page 3m35 � � STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN S#uT*CsmTER CsX .Locauon:TuwWIuA,vvA TGE Job Number: TmE19-13090 2 SCOPEOFWORK Tamarack Grove Engineering is providing structural engineering calculations for the gravity and lateral loading of the cooler/freezer boxes by Custom Cooler, Inc. The design of slab is to be provided by others. Redline drawings provided to the client asneeded based oncalculations and code requirements. 3 JURISDICTIONAL INFORMATION Seismic Design Information: Seismic Parameters: Seismic Design Category: Site coefficient, FA: Site coefficient, Fv: Building Site Class: Analysis Procedure Used: Basic Seismic -Force -Resisting -System: Importance Modification Factor, le: Response Modification Factor, R: Lateral Design Information: Minimum Indoor Lateral Load: 1.5 (IBC Table 3.63.33.3(2)) Equivalent Lateral Force Procedure for Non - Building StmctomsGmi|artoBoiidings Building Frame System —Light Framed Walls ofAll Other Materials 1.0 (AS[E7'zoz.5'z) 2.5 (AS[E7'zoTable zu.z'z} S.o PSF 4 UCC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS ° CITY OFLOSANGELESRESEARCH REPORT: RRuS6goFOR CUSTOM COOLER INC. • 2ozSNATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (zoz6NDS) ° |[C'ESR-3o27,^H|LT|KVV|KHUS'EZ(KH'EZ) AND KVVKHUS'EZz(KH'EZz)CARBON STEEL SCREW ANCHORS FOR USE |NCRACKED AND UN[RACKED[ON[RETE.^ • STQA 5043.6 "WOOD FRAME WALK-IN FREEZER PANELS SHEAR TESTS OF CAM -LOCK CONNECTORS" m2m.LaCassia Dr. 'Boise, Idaho oa7os'(2Vu) 345-894 'pom 345-8946pAX Page 4m35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA °TGE Job Number: TGE19-13090 5 GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES: A. CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION, B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. C. THE CONTRACTOR 15 RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. D, NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD 15 PROHIBITED, UNLESS PRIOR CONSENT 15 GIVEN BY THE ENGINEER OF RECORD. E. ALL FUTURE ROOF/CEILING MOUNTED EQUIPMENT NOT CURRENTLY SHOWN ON THE APPROVED SHOP DRAWINGS SHALL BE COORDINATED WITH THE FOR PRIOR TO ANY INSTALLATION, TYP. F. THE ASSUMED THICKNESS OF EXISTING CONCRETE WILL BE 4" WITH AN fc OF 2,500 PSI, UNLESS OTHERWISE NOTED IN CALCULATIONS. 2. SPECIAL INSPECTIONS & TESTING (QUALITY ASSURANCE PLAN): A. GENERAL: i. INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS DESCRIBED HEREIN. 2. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. 3. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED, CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. 4. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORD'S FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFI'S AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD, THE CONTRACTOR SHALL SUBMITTO THE ARCHITECT AND ENGINEER OF RECORDA LETTER STATING THAT ALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, REPS AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: 2. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2025 INTERNATIONAL BUILDING CODE (2025 IBC) AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. 2. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 2704 OF THE 203.5 IBC FOR THE AREAS INDICATED IN THE SPECIAL INSPECTION PROGRAM. 3. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. 4. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS, CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD, THEN THE WORK WILL BE CONSIDERED NON -COMPLIANT. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 5 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 6 SEISMIC ANALYSIS 8/22/2019 OTC Hazards by Location Search Information Address: Southcenter Pkwy. Tukwila. WA, USA Coordinates: 47.4465879, -122.26212140000001 Elevation: ft Timestamp: 2019-08-22717:26:13,384Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: MCER Horizontal Response Spectrum Sa(g) 1.40 1.20 1.00 0.80 0.60 0,40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 Basic Parameters Name ss SI SMS SMI Sr's SDI ATC Hazards by Location 7.0 Period (s) Redmond Seattle 0 Tacoma 0 Go g!e Kent Map Report a map coo( Design Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 Value Description 1.445 MCER ground motion (period=0.2s) 0.538 MCER ground motion (period.1.0s) 1.445 Site -modified spectral acceleration value 0,807 Site -modified spectral acceleration value 0.963 Numeric seismic design value at 0.2s SA 0.538 Numeric seismic design value al 1.0s SA 'Additional Information Name Value Description SDC 0 Seismic design category Fa 1 Site amplification factor at 0,2s 1.5 Site amplification factor at 1.0s 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) https:/thazards.atcouncil.org/e/seismic71a1=47.44658798Ingr-122.26212146000001daddress.Sotohcenter Pkwy%2C Tukwila%2C WA%2C USA 1/2 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 6 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 8/22/2019 CRs 0.946 Coefficient of risk (0.2s) ATC Hazards by Location CR1 0.931 Coefficient of risk (1.0s) PGA 0.594 MCEG peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0.594 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.445 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.527 Factored uniform -hazard spectral acceleration (2% probability of exceedance In 50 years) SsD 3.201 Factored deterministic acceleration value (0.2s) S1RT 0.538 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.578 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SID 1.026 Factored deterministic acceleration value (1.0s) PGAd 1.152 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not Intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the Information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.alcounciforg/Illseismic7lat=47.44658796Ing--122.26212140000001daddress=Southcenter Pkwy%2C Tukwila%2C WA%2C USA 2/2 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 7 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK P GRO 7 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number TGE19-13090 JURISDIC 1 ION INFORMATION JURISDICTION: STRUCTURAL CODE: WASHINGTON 2015 INTERNATIONAL BUILDING CODE OK =I IVG:=0 DESIGN CRITERIA SEISMIC CRITERIA S D5 := 0.963 /p := 1.0 Rp:= 2.5 z 0 ft Design Spectral Response for Short Period Importance Modification Factor Response Modification Factor Height of Attachment DESIGN VALUES 10 psf D.Lpa„,1:= 5 peif Pirtecrnn/:= 5 Pai Cooler Panel Live Load Cooler Panel Dead Load Internal Pressure ASD LOAD COMBINATIONS LC=DE,p,„1+LLI,,,,,i, 15 psf Load Combination 3: D+(Lr, 5, or R) I DESIGN CU TIONS: 1Vidth=l1 ft Length:= 8.24 ft paw _e,t.no 5 in t tpaw 1 _tcol I ;= 5 in 9 ft Lir„,:= 8.58 ft PANEL MANUFACTURER: CUSTOM COOLER INC Box Width Box Length Box Ceiling Panel Thickness Box Wall Panel Thickness Mean Roof Height Mean Wall Height PANEL SPECIFICATION: 300 SERIES WOOD FRAMED PANEL (LARR #25690) 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 8 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 2) TYPICAL CEILING PANEL L:=8.25 ft Luzi:= 10 ft Tmrith =3.92 ft LOADS: Wdesign_ceilireg l'Teridth' 39.2 plf L2 := =333.51 ft • lbf 8 Vnter:= =161.7 lbf - -2 wr,ii:= 65 paf •Twido= 254.8 Of r nil • Mo.ID:— 8 = 3185 ft • lbf wall' Lan =1274 lbf 2 CHECK: Mai/ow> minor =1 V allow> vlaux 1 Design Length Corresponding Allowable Span (LARR 25690) TributaryWidth of Panel for Evaluation Uniform Live Load for Ceiling Maximum Moment Maximum Shear Allowable Panel Load (LARR 25690) Allowable Moment Allowable Shear SUMMARY: THEREFORE. USE 5" THICK WOOD FRAMED PANELS FOR CEILING, 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345.8941 • (208) 345-8946 FAX Page 9 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK 11 GROVE ENGINEERIN(3 Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 3) DOOR HEADER 1.75 ft L:=2.5 ft d:= 1.5 in t:= 0.0188 in b:=4.5 in b2=b+2,t=4.54 tin Height of Header Header Span Depth of 2x Member Thickness of Skin Width of 2x Member b b2 Total Thickness of Header F„„d:= 1600000 psi Young's Modulus for DF/L #2 (2015 NDS) E.jtcr:= 29000000 psi Young's Modulus for Steel 3.92 ft T 1,4401 2 Trbutary Width of Ceiling Acting on Header E.skei N:= =18.13 Ratio of Young's Modulus BENDING CAPACITY: 21 ( b • ( d Ifbmr: '= 2 ' 3,2 + b • d • =12:85.88 in' Flange Moment of Inertia (t•hb ilivb_sieri:=N• 2. en nt = 52 5 . 95 itt4 12 /„:=/ficwi,e+/,„,b_„t„i= 1811.82 tjtri4 =172.55 in3 hbearn 2 Fb:= 900 psi Web Sheathing Moment of Inertia Total Moment of Inertia Equivalent Section Modulus Reference Bending Strength of DF/L #2 (2015 NDS) Mat", := 53.,= 12941.59 ft - lbf Allowable Moment Manor, *8 waour,J= =16565.24 pif Allowable Distributed Load L2 SHEAR CAPAC17Y: Qfm-b•d (hticarn d —65.81 in3 2 2 Flange First Moment of Inertia 812 S. La Cassia Dr. • Boise, Idaho 83705 (208) 345-8941 • (208) 345-8946 FAX Page 10 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK Tr GROVE ENGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKVVILA, WA TGE Job Number: TGE19.13090 hb,.,,m hbcom in' Web First Moment of Inertia 2 4 J'= 170 pin Reference Shear Strength of DF/L #2 (2015 NDS) 2. f 1,r• b, 10815,42 pif Allowable Distributed Load cQf + wstee • L CONNECTION CAPACITY: := 1473 1bf FOS =3 V CUM FOS491 ibf ?leant 1= 1 2 • (Ve,„• n„ 3 HEADER CHECK: Ultimate Shear Capacity of Camlock (STQA50416) Factor of Safety Allowable Shear of Panel to Panel Camlock Number of Camlocks per Support =392.8 plf Allowable Distributed Load Uldcq9n.;=-EC3'Twidth= 20.4 plf Wrain„,:-= Min frtioto_l Walinw_2 Wallme_3 CHECK: wd,440,<wanow= DEFLECTION CHECK: wd,,.0„.= 29.4 Of k 5 b —384 kb. Wdrsi n • I-4 5:= Egeo. ( 12 hbeara3 .14-10-5) in Load Applied to Header 2.8 pif Governing Allowable Header Load Load Applied to Header Beam Deflection Coefficient Total Deflection .;=480 Allowable Deflection Limit per IBC Table 1604A.3 61,4ax-:=L =0.06 in Ravow CHECK: 6=1 Maximum Total Deflection Limit SUMMARY: THE ALLOWABLE DISTRIBUTED LOAD IS GREATER THAN THE DESIGN DISTRIBUTED LOAD. THE ALLOWABLE MAXIMUM DEFLECTION LIMIT IS LESS THAN THE TOTAL DEFLECTION. THEREFORE, THE HEADERS ARE ACCEPTABLE FOR TYPICAL LOAD -BEARING. 812 S. La Cassia Dr. • Boise, Idaho 83705 - (208) 345-8941 • (208) 345-8946 FAX Page 11 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 4) WORST CASE WALL PANEL H,,:=8.58 ft Tdop:=4.125 ft LOADS: Pdesign.ccifitty LC3* Ttridita= 61.88 Of lirda_ov= 31 ft P„ 600 pif Tividth. 20.63 pif wdcsig,Lwai/:"--= Pinternitt • 10 ft wo,=65 psf • Twidth-= 268.13 pif Parc:gig-vs cezifing Wde.rigrr. Rcambincd:— - =0.18 all 141,in CHECK: COMBINED: <1.0 =1 Design Height Tributary Width of Ceiling on Wall Panel Total Axial Load FromCeiling Allowable Height for Axial Load (LARR 25690) Total Allowable Axial Load (LARR 25690) Transverse Load on Wall Allowable Height for Transverse Load (LARR 25690) Total Allowable Transverse Load Combined Axial and Bending Ratio SUMMARY: THEREFORE,THE SUM OF THE RATIOS FOR AXIAL AND TRANSVERSE ARE LESS THAN OR EQUAL TO 1.0. USE 5" THICK WOOD FRAMED PANELS FOR WALLS. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 12 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number:: TGE19-13090 GRID LAYOUT: 5) LATERAL FORCE GENERATION DIAPHRAGM HFIGHTS: H:9 ft SEISMIC CRITERIA: Ss =1.445 := 0.538 Sns= 0.963 Seismic Coefficient Seismic Coefficient Seismic Coefficient Sm =0.538 Seismic Coefficient 11,= 6 Long -Period Transition LATERAL FORCF GFNERATION Aro„f := Length • Widtli 90.64 ft2 2 Width+ 2. Length= 38.48 ft Wt = ((roof • DL .2) 2 Fa: 1 , = 9 Ct = 0.02 x!,, 0.75 Height of Box Site Amplification Factor Height of Structure In Feet (Urfitless) Approximate Period Parameter 1 (Table 12.8-2) Approximate Period Parameter 2 (Table 12.8-2) • Dieryjnd = 1319 lbf Effective Seismic Weight Ta:= C t • h„' =0 .1 Approximate Fundamental Period NOTE: IF THE STRUCTURE IS 5 STORIES OR LESS ABOVE THE BASE, Ss MAY BE RECALCULATED AS: Ss:= if (Ta < 0.5 ,min 1.5 , S, ,5 = 1.445 Seismic Coefficient (12.8.1.3) 812 S. La Cassia Dr. - Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 13 of 35 STRUCTURAL ENGINEERING CALCULATIONS 2 SDs:=— • Fu• Ss= 0.963 3 S DS C.4:= = 0.39 1) \ P C R11.11.E i T„<TL: SD T. f /P CK GRO E N GI N EERI S •Tir, Ta2 •( max (0.044 • Sm. Ip, 0.0 0.042 C 8_111711:-. jf 0.5.51 SA?0.6, , ip C AX (C 1C FY _771i 0.385 Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 Theoretical Site Coefficient Seismic Response Coefficient (Sec. 12.8.1.1) =2.07 Maximum Coefficient =0.042 C8:= min (C,,, C„.„) = 0.385 F p:= C,, • W t = 508.25 ibf Pp_asd:= 0.7•Fp= 355.78 ibf Fp agri wdesion._1=. = 43.18 PI/ Length Fp aid Wdr-vgn =32.34 pif - Widtlz SHEAR WALL CALCULATIONS:. LI:=Width= 11 ft Length of Wall Line 1 Vidc.iwr1 Ttnidth 1 = 16.17 pif Li L2 := Width = 11. ft Length of Wall Line 2 :=Wriesign_l`Ttritilh_2 = 16.17 pif L2 LA := Length= 8.24 ft Length of Wall Line A fA .= WthlAign_2 'TundthA= 43.18 pif LA Minimum Coefficient Minimum Coefficient Seismic Response Coefficient Seismic Response Coefficient Seismic Base Shear ASD Seismic Base Shear Distributed Design Load (1-1) Distributed Design Load (2-2) Length Tdth 1:= = 4.12 ft Tributary Width In -Plane Force on Wall 1 Length Twvirit..2 2 =4.12 ft Tributary Width In -Plane Force on Wall 2 TwidikA := Width = 1 1 ft In -Plane Force on Wall Line A TributaryWidth 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 14 of 35 STRUCTURAL ENGINEERING CALCULATIONS OPEN FRONT DIAPHR4lif ANALYSIS: Width Y:= 2 MF Fp Y=2795.4 lbf ft ME R:= =339.25 lbf Length . =30.84 Of man (Li , L2) 4 Of Rshape min (LH I , L2, LA) 188 plf =1.09 TAMARACK tr GROVE CHECK: F4111?- max (11,..(21fA) = I GINEERING Moment Arm Max Moment Reaction Forces to Resist Imposed Moment Inplane Force Resisted on Wall Line 1 and 2 f, = max (f2, i) = 30.84 Of Worst Case Shape Ratio Project Name: HOMEGROWN SOUTMCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 R Allowable In -Plane Shear (LARR 25690) SUMMARY: THEEIFFORF:. USE S" THICK WOOD FRAMED WALL PANELS FOR LATERAL RESISTANCE PER PLAN, 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 15 of 35 STRUCTURAL ENGINEERING CALCULATIONS ENGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 6) TYPICAL CEILING PANEL TO WALL PANEL CONNECTION (DETAIL 2) I-1=9 ft LOADS: Pin tt-rnn1 = 5 psf '72H" 225 pif PiT7M-C:= Pirlierntd finplane'= larlax(fl,f2,f4 f„„,,:= =43.18 Of P it'aiLS finpfcmc =43.18 Of 3/8" LAG SCREW W/ #8 TEK CONNECTION: := 23 in 573 ibf =298.96 pif Vrrim t re scowl CHECK: n Amu = I Design Height Transverse Load on Wall Transverse Shear Force on Wall -Ceiling Connection (Worst Case) In -Plane Shear Force on Wall -Ceiling Connection Governing Shear Force on Wall -Ceiling Connection Spacing of Connection Allowable Shear of Connection (LARR 25690) SUMMARY: THE MAXIMUM FORCE ON THE CONNECTION IS LESS THAN THE ,ILLOWABLE FORCE. THEREFORE, THE WALL -CEILING CONNECTION IS ACCEPTABLE FOR RESISTING IMPOSED LOADING. 7 WALL TO FLOOR CONNECTION DETAIL 3 H := 9.1 ft LOADS: Pinicmar= 5 Psf Ptraw =Pin/ern& • —2 =22.75 Pif fin Mei = max (ft ,f2 fa) = 43.18 pif frunx:= max (Pon= fitiptruie HILTI KH-EZ: 24 in =43.18 pif Vonchnr fwar ' Snnehor = 86.35 lbf V „ii..",„ch„r := 750 ibf Design Height Transverse Load on Wall Transverse Shear Force on Floor -Wall Connection (Worst Case) In-P)ane Shear Force on Floor -Wall Connection Governing Shear Force on Floor -Wall Connection Spacing of Anchor Through Angle Shear Force on Anchor Allowable Shear on Anchor 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 16 of 35 STRUCTURAL ENGINEERING CALCULATIONS #14 TEK SCREW: • 1.5 in CD: 1.6 Sx„„ := 23 in CD• 88 ibf = 73.46 pif V ali_.serew= s smnt, 16 GA. ANGLE BEARING STRENGTH: TAMARACK WE GROVE ENGINER • := 0.242 in Diameter of Tek Screw d„„,,,„,:= 0.25 in Diameter of Hilti Anchor Length of Screw Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 Duration Factor for Wind & Seismic (Dowel Bearing Excel Sheet) Spacing of #14 Tek Screw Through Angle Allowable Shear of #14 Tek (2015 NDS) lc_tek:= 1 in Clear Edge Distance 0.25 in Clear Edge Distance t:= 0.063 in Thickness of Angle F.,:= 33 kai Tensile Strength of Angle 0=0,75 LRFD Factor := 1.2 le_teh • t•F1=2494.8 ibf R„2_tek =2.4 dt,j, • t•F„=1207.48 ibf 1Ior1•2 4„"„,.• t • F.„= 623.7 ibf 2.4 (1„,„1,,..t • F„= 1247.4 ibf ibf Bearing Capacity of Angle (Tek Screw) Rn,Anchor:=i5 min (RR_ IJInchor 1-40ch)r) = 467.78 /bf Bearing Capacity of Angle (Anchor) S SCITAV - 23 in Spacing of Tek Screw • = 24 in Spacing of Anchor futax• S screw. = 118.22 ibf Shear Force on Tek Screw 0.7 Vorwhor= 86.35 ibf Shear Force on Anchor CHECK Va..„,„› finpm„,,=1 Vane/40r 5- liaH_014eh0e = 1 Ryijek Vtek = nn_anchar > Vandun- SUMMARY: THE MAXIMUM SHEAR ON THE CONNECTION IS LESS THAN THE ALLOWABLE! THEREFORE, THE CONNECTION IS ADEQyArE FOR RESISTING THE IMPOSED LOADING. 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 17 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK 'V GROVE ENGINEER NG Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 8 SOFTWARE PRINTOUTS 8.1 DOWEL BEARING PRINTOUTS 8.1.1 #14 TEK SCREW DOWEL BEARING STRENGTH IN WOOD - 2018 NDS VARIABLE VALUE UNITS DEFINITION Screw # 14 L 1.5 in. Total Screw Length t skin 26 Skin Gauge tangle 26 Angle Gauge DF-L Wood Type D 0.196 in. Diameter. D = Dr for reduced body fasteners (see Table L3) Fen, 4650 psi Dowel Bearing Strength of Main Member Fes 61850 psi Dowel Bearing Strength of Side Member K 0 1 N/A 1+(0.25*( 0/90)) where 0 is maximum angle to grain for any member t skin 0.0179 Skin Thickness tangle 0.0179 Angle Thickness T 0.484 Tapered Length L. n, 0.9802 in. Bearing Length in Main Member, L- t - skin - tangle - T Ls 0.0179 in. Dowel Bearing Length in Side Member Fyb 70000 psi Dowel Bending Yield Strength Re 0.07518 Fem/Fes R t 54.75978 Lm/Ls R + 2R 2 'I + R +R 2) + Rt2Re3 — Re(1 -FR) „\I e e C t t k1 1.672014817 (1 + Re) 2Fyb (1 + 21? e)D2 k2 0.616159068 —1 + 2(1 + Re) -I- 3Feniln, 2 2 (1 + Re) 2Fyb (2 + Re)D2 k3 49.25522839 —1 + Re 'ems 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8948 FAX Page 18 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK tr GROVE ENGINEERIN Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 REDUCTION TERM, R d (0.25<=D<=1) Rdi 4 Reduction Term for lm and Is Rd2 3.6 Reduction Term forll Rd3 3.2 Reduction Term for HIS, III m, and IV REDUCTION TERM, R d (D<0.25) Rd 2.46 Reduction Term for all Yield Modes YIELD LIMIT STATES YEELD MODE SHEAR (LBF) FAILURE MECHANISM EQUATION m 363.15 Bearing Failure of Main Member 88.21 Bearing Failure of Side Member 11 147.49 Fastener Rotation 208.11 Double Bolt Bends 157.41 Double Bolt Bends IV 221.85 Two Double Bolt Bends DlmFem DlsFes R d kiDlsFes Rd k2DlmFem (1 + RA R k3D1sFem (2 +Re)Ra D2 Rd 2FemFyb 3(1 + Re) REFERENCE DESIGN VALUE (LBF) 88.2 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 19 of 35 STRUCTURAL ENGINEERING CALCULATIONS 8.2 HILTI PRINTOUTS www.hilti.us TAMAIRACK GRO Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 EMI= Profis Anchor 2.8.2 Company: Specifier: Address: Phone I Fax: E-Mail: TGE Page: Project: Sub -Project I Pos. No.: Date: 5/14/2019 Specifiers comments: SHEAR ONLY 1 Input data Anchor type and diameter. KWIK HUS-EZ (KH-E2) 1/4 (1 5/8) Effective embedment depth: hrrx4= 1.180 in., h„ p,,, = 1.625 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 6/1I2018 112/1/2019 Proof: Design method ACI 318.14 / Mech. Standoff installation: ell = 0.000 in. (no stand-off); = 0.078 in. Anchor plate: I, x ly x t = 1.500 In. x 24.000 In. x 0.078 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, = 2,500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B: no supplemental splitting reinforcement present. edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (b)) Shear load: yes (17.2.3.5.3 (a)) - The anchor calculation is based on a rigid anchor plate assumption. Geometry [In.] & Loading [Ib, In.l61 Input data artd moods mustba drekod for apnamcnt xilh the o.islidp wrd40ns and for plausiilyl PROFIS Anchor( c ) 2003-2009 HA AG, FL-9404 Schaal Mt is a registered Trademark d±iilli AC, Scalded 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 20 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK V GROVE ENGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 www.hiltLus Profis Ancho 2.8.2 Company: Specifier-. Address: Phone I Fax: E-Mail: TGE Page: Project: Sub -Project I Pos. No.: Date: 2 5/14/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension. -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 750 0 750 max, concrete compressive strain: - max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigld anchor plate. 3 Tension load Load N„„ [lb] Capacity i Nr, [lb] Utilization pm LI NJ+ N„ Status Steel StrengthN/A N/A N/A N/A Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength*" N!A N/A N/A N/A " anchor having the highest loading "anchor group (anchors in tension) 1%0 data and mulls muss 1,chocked for (TrccrIcnI oilh Inv cx1-741n9 vzonions and t plaustoly1 PROFIS Ancho( ( c ) 2003-2009 NA AG, FL-9194 Saletill Kt is a regestered Trademark a Hilt AG. Scruitan 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 21 of 35 STRUCTURAL ENGINEERING CALCULATIONS Lr�1 TAMARACK GRO Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA t N E E R I N G TGE Job Number: TGE19-13090 www.hlltl.us C2=3 Profis Anchor 2.8.2 Company: Specifier, Address: Phone I Fax: E-Mail: TO Page: Project: Sub -Project I Pos. No.: Oate: 5I14/2019 4 Shear Toad Load V,,, [lb] Capacity V„ Lib] Utilization Sv = V; J4 Vn Status Steel Strength' 750 837 Steel failure (with lever arm)` N/A N/A Pryout Strength" 750 763 Concrete edge failure in direction xt" 750 945 • anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength = ESR value refer to ICC-ES ESR-3027 V„„, a V. ACI 318-14 Table 17,3.1.1 Variables At ,v [in.2J km, lost) 0,05 Calculations V,,,,y [IN 1,395 Results V,„a IIbJ 1,395 125.000 0.600 4 randwo 1.000 4.2 Pryout Strength V� = ^cp k Afidl f V ad,N '{r c.N V cg•N Nb i 4, Vc, 2 V,,, �! ANk see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b) Rica=914 1 Variables 1 V,,, [Ib] V,,, [lb] 837 750 ACI 318-14 Eq. (17,5.3.la) ACI 318-14 Table 17.3,1,1 ACI 318-14 Eq. (17.4.2,1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.22a) liar (in.l eL1,N tin.] e,2 N [in,] ca,rn: tin.] 1.180 0.000 0.000 2.000 w cm [IN )e {.(Psi) 1.000 2.000 17 1.000 2,500 NIA 99 80 Calculations AN, 6n 21 Aso Gn 1 W acl.N W . 2,N r4 ad.N V cp.N 12,53 12.53 1.000 1,000 1.000 1.000 Results Vcp [lb] 4 cmvara 4 aalunk 4 nar,d.ru-In 4 VcP [lb] Vua [lb] 1,090 0.700 1.000 1.000 763 750 N, [lb] 1.090 OK NIA OK OK Input data ar4 raoiti rrntit be checked ter agrasmvnl uHh the crisUn9 oaraions and for plau5 tyl PROFIS Andres ( c i 20012009 HA AG. FL-9434 Selman HA a a rergstered Tradernark of HiltA0, 5craan 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345.8941 • (208) 345-8946 FAX Page 22 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 www.hIlti.us Company: Specifier Address: Phone 1 Fax: E-Mall: TGE Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.8.2 5/14/2019 4.3 Concrete edge failure In direction xi, 11a, = () ,V 1{1 c,V V PC.0.1,V Vb 14b 14. Ave see ACI 318-14, Section 17.5.2.1, Fig, R 17.5.2.1(b) Avca = 4.5 1 2e„ 5 1.D 30.1 ,dy *113(*) 1.° y by = -41 T1,1.0 .(7(it)".eiT , Variables c.i 2.000 c„.2 fin.] ACI 318-14 Eq. (17.5.2,1a) ACI 318.14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2,1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) e,v [in.] .v h„ [in] 0.000 1 000 4.000 I. [in] d, fin.) 4 (Psil q,praline tr 1.180 1.000 0.250 2,500 2.000 Calculationa tin.9 18.00 Results Vbb) 1,350 Awe 1111.21 kir id,v w itV Vb [lb] 18.00 1.000 1.000 1.000 675 CCTUNC 0.700 4 4 norauctle 4 Vo V,.,,, [lb) 1.000 1.000 945 750 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered- the anchor plate is assumed to be Sufficiently stiff, in order not to be deformed when subjected to the design loading, PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and resvlts must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The tl factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition CI applies when supplementary reinforcement is not used and for Pullout Strength arid Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads Into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3,4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure, If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3,4,3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3,5,3 (a), Section 17.2.3,5.3 (b), or Section 17.2.3,5,3 (c), • Section 17.2.3.4.3 (b)/ Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3,4.3 (01 Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5,3 (c) waive the ductility requirements and roquiro the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E. with E increased by eia. • Hilti post -installed anchors shall be installed in accordance with the HMI Manufacturers Printed Installation Instructions (MPH). Reference ACI 318-14, Section 17.8.1. inpul data and restate mull be thecked rot agreement with Rio existing conditions and for pleasilelihrl PROFIS Anchor c ) 2003-2009 HMI AG, FL-9494 Scalene Hie is 0 registered Tradrimark oiHila AG. Seen 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 23 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 www.hlltl.us Profis Anchor 2.8.2 Company: Specifier: Address: Phone I Fax: E-Mail: TGE Page: Project: Sub -Project I Pos. No.: Date: 5/14/2019 Fastening meets the design criteria! InpN Gala and rocdls mull 6t chocked rcr agrctmcnt wsih the grist %cordilions and la pIttaAly1 PROFIS Anchor (c) 2CO3-2009 RN AG. FL•9491 Sdraan Flab Is e rcgcstered TraarmeG( W Hpb AG. Sdiaan 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345.8941 • (208) 345-8946 FAX Page 24 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK 'V GRO ENGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 111411671r1 Profis Anchor 2.8.2 Company: Specifier: Address: Phone I Fax: E-Mall: TGE Page: Project Sub -Project I Pos. No.: Date: 5/14/2019 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: dr = 0.375 in. Plate thickness (Input): 0.078 in, Recommended plate thickness: not calculated Drilling method; Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/4 (1 5/8) Installation torque: 216.002 in.lb Hole diameter in the base material: 0.250 In, Hole depth In the base material: 1.836 In. Minimum thickness of the base material: 3.250 in. Selling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. Anchor x 1 0.000 0.000 • Manual blow-out pump c.„ 2.000 • Torque wrench inpee dab. aexl resell, nerd be checked for acircerncre erah the wasting COnCEIVI13and har planbblityl PROM Anchor c )2003-2009 HAI Are FL-9444 Schoen k411 ise registered Trademark el FRO AG, Schaen 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 25 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK tr GROVE ENGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 9 MATERIAL AND HARDWARE PRINTOUTS 9.1 LARR 25690 BOARD OF BUILDING AND SAFETY COMMISSIONERS VAN AMBATIELOS PRESIDENT E. FELICIA BRANNON VICE PRESIDENT JOSELYN GEAGA-ROSENTHAL GEORGE HOVAGUIMIAN JAVIER NUNEZ Custom Cooler, Inc. 420 East Arrow Hwy San Dimas, CA 91773 CITY OF LOS ANGELES CALIFORNIA ERIC GARCETTI MAYOR DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FIGUEROA STREET LOS ANGELES CA 9C4)12 FRANK M. BUSH GENERAL MANAGER SUPERINTENDENT Of BUILDING OSAMA YOUNAN, P.E, EXECUTIVE OFFICER RESEARCH REPORT: RR 25690 (CS[ #13030) Expires: December 1, 2020 Attn: Steve Pearson Issued Date: December I, 2018 (909) 592-1111 Code: 2017 LABC GENERAL APPROVAL — Renewal - Custom Cooler Incorporated Prcfabricatcd Model 300 Refrigeration Panels for Walk -In Coolers and Freezers. DETAILS The panels consist of 3-1/2" to 5-1/2" thick high density foam or wooden frames with foamed -in - place rigid plastic core material manufactured by Dow Chemical Company and designated as: Voracor CE108, CE151, CE153, CE128, CE155, CE152, CE157 "A" side. Delta Therm AF4509 or Voracor CR1004 "13" side. The skins arc fabricated from 26 gauge galvanized steel with a minimum yield strength 33 ksi. The panels arc held together by the use of cam -locking devises along the edges of the panels. Access holes for these devices are covered with metal or plastic plugs. Flame Spread and Smoke Development ratings per ASTM E84 are 20 and 300 respectively, for the foam (tested alone) and 15 and 250 respectively, for the foam with the skin described below. Density of the foam core is 2.2 + or -.2 pcf. Custom Cooler incorporated freestanding walk-in coolers and freezers constructed of panels described above are approved subject to the following conditions: 1. Use of the panels shall be limited to locations where combustible construction, is permitted by the 2017 Los Angeles City Building Code. 2. The panels shall be fabricated in a shop a a licensed fabricator approved by the Los Angeles City Building & Safety Department. Fabrication in unlicensed shops will invalidate this approval. RR 25690 Page 1 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 26 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMAIRACKGROVE ENGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers 3. A thermal barrier is required per Section 2603.4 of the 2017 Los Angeles City Building Code unless exempted per Section 2603.4.1. 4. Complete plans and calculations, signed and stamped by a civil or structural engineer or architect registered in the State of California, shall be submitted to the Structural Plan Check for their approval for each job. 5. An approved fire retardant roof covering (Class "A" or "B") shall be placed over the panels when used as exterior roof panels. 6. A separate approval from the Electrical Testing Laboratory shall be required for electrical installations within the panels. 7. Design of building utilizing the panels shall be in accordance with the requirements of the 2017 Los Angeles City Building Code and the design data specified A. Panel Height Limitation (feet) and Maximum Concentric Axial Loads (PLF) Thickness Interior Panels Exterior Panels (20 Ih/sgft) Maximum Axial Loud (PLF) 4" wood Frame 30 18 600 4" foam Frame 241 13 300 5" wood Frame 3I 20 600 5"foam Frame 28 14 300 6" wood Frame 32 21 600 6" foam Frame 30 15 300 RR 25690 Page2of5 812 S. La Cassia Dr. • Boise, Idlaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 27 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMA1ACK V GROVE N G N EER 1 N Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers B. Maximum Allowable Loads for Roof or Ceiling Panels V/F = Woo Frame F/F = Foam Frame Span t = 4 in. WiF t = 4 in. FiF t = 5 in. W/F 5 i . = 6 in. Ft6th.F/F 10' 53 49 65 65 79 79 12' 50 36 55 48 66 62 14 37 27 47 37 57 48 16' 28 20 40 29 50 38 18' 22 16 32 23 42 30 20' 18 13 25 18 34 24 22' 14 10 20 15 27 20 24' 11 8 17 12 23 16 26' 9 7 14 10 19 13 28' 8 6 11 8 16 11 30' 6 - 10 7 13 10 32' - .. 9 6 11 8 C. Maximum Al.lowablc Shear Load of Wall Panels (PLF): Shape Factor ight:Width) Ratio Allowable Shear (ppf) 0.5:1 400 1:1 200 1.5:1 133 2:1 100 D. Maximum Allowable Roof/Ceiling Diaphragm Shear Shape Factor (Height: Width) Ratio Allowable Shear (ppf) 0.5:1 400 1:1 200 1.5:1 133 2:1 100 3:1 MAXIMUM 67 RR 25690 Page 3 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 - (208) 345-8941 • (208) 345-8946 FAX Page 28 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK GROVE 'ft GROVE NGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for \Valk -in Coolers and Freezers The panels shall be continuous between exterior shear walls and shall not contain any openings or holes. E. Ceiling panel to wall panel connections are made with 3/8" dia. Lag screws or cam - locking devises, then a 26 gauge galvanized continuance angle cap is installed using #8 x 5/8" long tek screws (sec attachment 1). The allowable shear and tension loads for the lag bolt connection arc 573 and 472 pounds respectively. The allowable shear and tension loads for the camlock connection are 464 and 123 pounds respectively. F. Maximum Allowable Loading for the Cam -Locking Devices: Wood Frame Foam Frame Tension parallel to panel face 386 168 Shear along longitudinal edge of panel in direction parallel to panel edge 280 147 8. Locations of connectors must be detailed on approved plans, the spacing of connections shall be calculated for each job but not less than two per width of panel (Width of panel 46 1/2"), 9. Allowable loads for shear walls and diaphragms are not applicable to buildings incorporating structural steel framing. 10. No increase in allowable stresses is allowed for the values indicated above for short duration of loads due to wind or seismic forces. I I.. All design values and methods not included in this report shall be in accordance with requirements of the 2017 Angeles City Building Code. DISCUSSION The clerical modification is to update the report to the 2017 Los Angeles City Building Code. The report is in compliance with the 201'7 Los Angeles City Building Code. The approval is based on tests on the foam per requirements of Sec. 2603 of the 2017 Los Angeles City Building Code, tests conducted in accordance with ASTM E-84 on the finished panels, and load tests conducted in accordance with ASTM E-72. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated., to architects, engineers and builders using items approved herein in design or construction which must beapproved by Department ofBuilding and Safety Engineers and Inspectors. RR 25690 Page 4 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 29 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK FF GROVE ENGINER Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Modei Refrigeration Panels for Walk-in Coolers and Freezers This general approval of an equivalent alternate to the Codc is only valid where an engineer and/or inspector of this Department has determined that all conditions of this Approval have been met in the project in which it is to be used. DAVID CIANG, Chief Engineering Research Section 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phonc- 213-202-9816 Fax- 213-202-9943 QN R R356UI) R 12IG:20111 TLB Iao03UU 2FIi1 Attachment: Panel Connection Detail (2 Pages). RR 25690 Page 5 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 30 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 9.2 WOOD FRAME WALK-IN FREEZER PANELS SHEAR TESTS OF CAM -LOCK CONNECTORS MIIIMEMENIII11111•••• 111:1.T7111P7 .114 :4 Pioneer Boulevard Swte G • ante F t I I 111(1 9 April 2012 Steve Pearson Custom Cooler 420 East Arrow Highway San Dimas, CA 91773 1 1 n5s omia 90670 2 903 2 • 11111.j I 1 Reference: Custom Cooler Supplemental Test Program (STQA50416) Wood Frame Walk-in Freezer Panels Shear Tests of Cam -Lock Connectors Dear Mr, Pearson: 1111 - 5 4 ACCAEDITED 1111. Pursuant to your request, on 12/16/2011 Specialized Testing performed supplemental wall panel to wall panel connection tests of Custom Cooler wood framed walk-in freezer panels with cam -lock connectors. The tests were performed pursuant to the procedure followed in Specialized Testing report number STQA50092D (5/11/2007) and as follows: • The test specimens consisted of 2ft. long x 2ft. wide x 4in. thick (nominal) wood framed panels with a polyurethane foam core, • Two of these panels were connected via a single cam -lock connector / strike pin assembly at mid -height. • The two panel test assembly was positioned in a United Universal Test Machine (UTM) with the joint between the panels positioned vertically. • One of the panels was positioned onto a fixed reaction block with stabilizing guides. • The second panel was positioned under the moving head of the UTM and was unsupported at the base such that this side of the assembly was free to move when subjected to a vertical force. • An LVDT was positioned at the joint of the assembly to record the relative displacement of the panels. • A vertical (shear) force was applied to the unsupported side of the assembly at a load rate of 0.1-in. / minute. • The force was applied until failure was observed. • Failure was defined as the first major event observed that resulted in a drop in the real time force vs. displacement plot of the UTM. Table 1 presents a summary of the test data. Figure 1 presents a photograph of the test assembly. The two failure modes observed in the test program were cam -lock withdrawal from the wood framing (with cam -lock strike pin deformation) and fracture of the cam -lock °hook " element. Figures 2 and 3 present photographs of the observed failure modes. The UTM data sheet is presented in Attachment 1. 1 of 5 1 1 1 1 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 31 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK ` GROVE ENGINEER I. Project Name: HOMEGROWN SOUTHCENTER <, CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 SPECIALIZED TESTING . 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903.0032 Fax (562)903-3534 Custom Cooler Supplemental Test Program (STQA50416) Wood Frame Walk-in Freezer Panels Shear Tests of Cam -Lock Connectors 4/9/2012 TABLE 1 — DATA SUMMARY Test Number Specimen ID Ultimate Force (Ibs) Failure Type 4514 1 1,404 Cam -Lock fastener pullout followed by Cam- Lock housing withdrawal. Cam -Lock strike pin deformation also observed 4515 2 1,438 Cam -Lock hook fracture (partial Cam -Lock housing withdrawal also observed) 4516 3 1,417 Cam -Lock hook fracture (partial Cam -Lock housing withdrawal also observed) 4517 4 1,558 Cam -Lock fastener pullout followed by Cam- Lock housing withdrawal. Cam -Lock strike pin deformation also observed 4518 5 1,546 Cam -Lock fastener pullout followed by Cam- Lock housing withdrawal. Cam -Lack strike pin deformation also observed Average 1,473 Figure I — Tsst Assembly (Test in Progress) 2 of 5 812 S. La Cassia Dr. Boise, Idaho 83705 • (208) 345-8941 (208) 345-8946 FAX Page 32 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK 'TT GROVE ENGINEERING Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 SPECIALIZED TESTING • 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 Custom Cooler Supplemental Test Program (STQA50416) Wood Frame Walk-in Freezer Panels Shear Tests of Cam -Lock Connectors 4/9/2012 Figure 2 — Failure Mode (Tests 1, 4 and 5) Cam -Lock fastener pullout followed by Cam -Lock housing withdrawal Lai Figure 3 — Failure Mode (Tests 2 and 3) Cam -Lock Hook Fracture Respectfully submitted, im Foster, P.E. Spec Testing, inc. dba Specialized Testing 3 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 33 of 35 STRUCTURAL ENGINEERING CALCULATIONS TAMARACK 1r GROVE E EERNG Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 SPECIALIZED TESTING • 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 Custom Cooler Supplemental Test Program (STQA50416) Wood Frame Walk-in Freezer Panels Shear Tests of Cam -Lock Connectors 4/9/2012 ATTACHMENT 1 — UTM DATA SHEET 4 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345.8941 • (208) 345-8946 FAX Page 34 of 35 STRUCTURAL ENGINEERING CALCULATIONS Project Name: HOMEGROWN SOUTHCENTER CBX Location: TUKWILA, WA TGE Job Number: TGE19-13090 SPECIALIZED TESTING • 10600 Pioneer Boulevard, Suite G • Santa Fe Springs, California 90670 • (562)903-0032 Fax (562)903-3534 Walk -In Freezer -Cooler Connection Test Report No. 1066 Test Date IS-Dec-11 Testing Machine Smart Series Customer Name Custom Cooler Operator DM Connection Type Cam-Lock/DP Project Number STOA50416 Type of Test Wall to Wall Shear Test Type of Frame Wood Load CeII SIN (TV1103530), Units (Lbs) 20000 Crosshead Speed (-Inches f min) or Rate 0.1 Preload Value (-Lbs) 20 Spec UTM Ultimate Test No Test No Load (Lbs) 4514 1,404 1,436 4516 1,417 4517 1,558 4518 1.5d8 4 5 Den atUII Load (In) 2.0989 2.1234 .96 Failure Mode 2 2 1 Mean Median Rel Std Dev % Sld Dev Maximum Minimum Range 1,473 1,438 4.98 73 1,558 1,404 154 1 7940 1,9651 20,78 0.3727 2.1234 1.3739 0.7496 Specialized Testing 10600 Pioneer Blvd - Ste G Santa Fe Springs, CA 90670 TEL (562) 903-0032 FAX (562) 903-3534 5 of 5 812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX Page 35 of 35 Worldwide Refrigeration Box Load Results Project Name Q19-1488 Project Location: Quote ID & Version: R396139-1 Item S: 1000 Submitted For: Carolyn Submitted On: 03/182019 Submitted By:: Chris Parker Submitted From. Freezing Equipment Company Identity #: Tag: Summary General Data Room Type General Cooler Total Load V14111 Load .411111116M. 1,953 7,038 BTU/H 28.0% Room Location Indoor Infiltration Load 3,251 46.0% Room Temperature (deg. F) 35.0 Product Load 459 7.0% Ambient Temperature (deg. F) 85.0 Miscellaneous Load 735 10.0% Room Shape Rectangle Safely Load* (10%) 640 9.0% Total Room Volume (cu.ft) 817 Run-time (Hrs) 16.0 Detail Room Load Data 85.0 lnsule!on Thickness (in) . 0.14 28.57 99.0 Wall *1 Polyurethane 4.0 Wall *2 85.0 Polyurethane 4.0 0.14 28.57 74.25 Wall 43 85.0 Polyurethane 4.0 0.14 28.57 99.0 Wall *4 85.0 Polyurethane 4.0 0.14 28.57 74.25 Ceiling 105.0 Polyurethane 4.0 0.14 28.57 90.75 Floor 60.0 Concrete 6.0 1.25 4.8 90.75 tnfitratbn Load Data Total Room Volume (cu.tt) 817 A.S.H.RA.E Recommendation 19 Usage Factor 2 Product Load Data Quantity ;,.• Inventory Max load I nter1tg I Temperature (deg. F) Etna! Temperaturepe)r (dais Pulldown Time Load Time - 1 nuB 1633.5 I 40.0 35.0 24.0 24.0 Miscellaneous Load Data Mk- 1.0 466 BTU/H Lighting Personnel 0. - - - 44- BTU/H Forklifts .0 R VIEWED FOR 0 BTU/H Motors BTU/H Others Other .BODE •COMPLIANCW s BTU/H VED AUG 3 0 2019 City of Tukwila BUILDING DIVISION € Calculated toad is based on pullcbwn data as provided by user, it is pulldown temperature within this time period. c& CITY OF TUKWILA AUG 02 2019 PERMIT CENTER packaging and air flu* conditions prevail to allow product • The TOTAL LOAD includes a contingency safety factor to corer the posstir of unforeseen high load conditions, excessive ambient temperatures, unexpected increases of business, or product Packaging changes. MOH009X62CF - SUBMITTAL Product Family: Application: Temperature Range: Voltage: (Volts/Ph/Hz) Refrigerant Type: Piping: Technical Information Project Name: Q19-1485 Project Location: US Quote -Version aR R396139.1 Item al: 1010 Submitted For. Carolyn Submitted On: 20190 /18 Submitted By: Chris Parker Submitted From: Merely : Tag: System Description: Split system System Tag: MOH Outdoor Extended Temp 208-230/li50 R404A Standard Compressor Brand: Compressor Type: Compressor Hp: Compressor Model: Number of Compressor(s): Coil Type: Ambient Temperature (°F) Saturated Suction Temperature (°F) Capacity (8TU/H) Attitude (8) AWEF Value 95 23.8 8,253 0 5.97 NO7E: ANEF 5.97 INDICATES RO°RRIGEPA1?CN SYSTEM IS DESIGNED AND CERTWaED FOR i!SE IN VALK-IN COOLER APPLiCATIONS ABOVE +32 FRQOM Copeland Hermetic 0.75 RST64CIE-CAV R VIEWED FO IANCE City of Tukwila RLA LRA Quantity Hp FM Defrost Type High or Law Amps? Number of Contactors MCA MOPD Evap.Fan Amps Defrost Heater Amps 8 43 1 1/15 0.5 AIR DEFROST WNW- NA 15 15 Connedlons (in.) ece 1=`tN (Ibs) Liquid Line Suction Standard Over Sr•ed Far 8iade(s) D'3meter (in) Sound Data (d8) Approx. Net Weight 7bs) St8 1/2 5.5 14 68 144 Dimensional Orawing(s) N 2I 1;8 CL -I d h'l -- LIQUID — SUCTION r 2 7/16 17 1/8 LI 23/8 -- 9, 6 4 318 i" • 24 1/8 CL 25 1/8 i 3 - -r- flECEIW 'CITY OF i U !----r- 4 AUG 02 EW!LA 019 PERMIT CENTER P......0 MOH009X62CF - SUBMITTAL ♦ Project Name: Q19-1486 Project Location: US Quote -Version Ai- R3%51 1 ftem #¥ 1010 Submitted For. Carolyn Submitted On: 2019103r18 Submitted By. Chris Parker Submitted From: identity 9: Tag: System Dexxigiore: Spilt system System Teg: Standard Features QUALITY ALL UNITS ARE COMPLETELY LEAK TESTED IN A HELIUM ENVIRONMENT, BUMP TESTED AND ALLOWED TO CYCLE OFF ON THE HIGH AND LOW PRESSLIRE CONTROL. EACH UNIT HAS A COPY OF THE RUN DATA SHIPPED INSIDE THE ELECTRICAL PANEL ELECTRICAL CIRCUITS ARE COMPLETELY CHECKED FOR CONTINUITY ENCAPSULATED, AUTO -RESET, HIGH AND LOW PRESSURE CONTROLS TO ELIMINATE LEAKS (STANDARD ON ALL HIGH AND MEDIUM TEMPERATURE MODELS, ADJUSTABLE LOW PRESSURE CONTROL STANDARD ON LOW TEMPERATURE MODELS) PIPING IS LAID OUT TO MINIMIZE STRESS AND VIBRATION AND IS PRE -BENT TO ELIMINATE LEAKS COMPONENT COMPRESSOR: 1/2 TO 1 HP COMPRESSORS ARE RIGID MOUNTED AND HAVE A DISCHARGE LOOP COMPRESSOR: DISCHARGE SERVICE VALVES COME STANDARD ON AG_ UNITS FAN: SPECIFICALLY MATCHED WITH MOTOR AND COIL TO ATTAIN MAXIMUM AIR MOVEMENT AND COOLING SERVICEABILITY LARGE ELECTRICAL PANEL FOR EASE OF ACCESS PREFABRICATED WIRING HARNESSES FOR TIGHT CRIMP CONNECTIONS AND CONSISTENT LABELING RECEIVER WITH FUSIBLE PLUG, LIQUID SHUTOFF VALVE AND CHARGING PORT IS STANDARD SIGHT GLASS IS EASILY VIEWABLE SUCTION SERVICE VALVES FOR HERMETIC COMPRESSORS LOCATED OUTSIDE THE CABINET FOR QUICK INSTALLATIONS. UNIT STAYS ON IF THE HOOD IS REMOVED FOR SERVICING CABINET AND CONSTRUCTION HEAVY DUTY STEEL RAISED BASE WITH 1-1/2" LEGS PAINTED STEEL CABINETS FOR SUPERIOR STRENGTH AND CORROSION PROTECTION Options DEFROST TYPE - AIR DEFROST BRAND LABEL OPTION - OEM DISCHARGE LINE OPTIONS - HEAD PRESSURE VALVE CABINET OPTIONS - PAINTED- OUTDOOR LIQUID LINE OPTIONS - LIQUID STANDARD Minimum Unit Clearances Walls or Obstructions for Horizontal Air Flow AIR FLOW W* MIN. DEFROST TIMER OPTIONS - DEFROST TIMER - ELEC CRANKCASE HEATER OPTIONS - CRANKCASE HEATER SUCTION LINE OPTIONS -ACCUMULATOR COIL SELECTION - ALUMINUM FIN COIL �W= unit width Multiple Units with Horizontal Air Flow AIR FLOW AIR FLOW 1 1 W* MIN. W* MIN LCA690AEQRC6B - SUBMITTAL a ForFILE Project Name: Q19-1486 Project Location: US Quote -Version Ak R396139-1 item #: 1020 Submitted For Carolyn Submitted On: 2019/03/18 Submitted By: Chris Palter Submitted From: Identity #. Tag: System Doecrtptlon: Spit system System Tog: By: General Product Information Date: Product Family: LCA6 Motor type EC Defrost Type: Air Number of Fans: 2 Voltage: (Votts/Ph/Hz) 115/1/60 Fan HorsePower 1/15 Refrigerant Type: R404A Fins per Inch 6 TD (V) 9.17 SST Capacity ("F) (BTU/H) 23.8 9,000 CFM 1,400 Fan Diameter (fr) 12 Fan Motor(s) berms Heater(s) Drain Pun Halter(s) Watts Amps VWtetts Amps Watts Amps 114 1.8 Coll inlet Suction Connectior s Extemal Equalizer Drain Side Port Hot Gas Drain Pan AUG 30 2019 filly or 1 ulcMia UILDING DIVISION Approx. Net Weight (lbs) 1/2 7/8 1/4 3/4 46 1314 --�- R2frcn End t Connection 6 1 i6 JOM - cvfcal _ ^action End 13 1!4 zg y c UL uflECEIVED CITY OF TUKIIVI AUG 02 2019 PERMIT CENTE r 12 wI}I 14 13/16 0...... c ..G 0 A LCA690AEQRC6B - SUBMITTAL Project Name: Q19-1486 Project Location: US Qnnte-Version # R396139-1 Rem Of: 1020 Submitted For: Carolyn Submitted On: 2019/03/18 Submitted By: Chris Partner Submitted From: Identity #: Tag: System DeswipMon: Spat system System Tag: Standard Features ■ EASE OF INSTALLATION & SERVICE ALL ELECTRICAL COMPONENTS FACTORY WIRED TO TERMINAL BOARD AND IDENTIFIED, MAKING IT EASY TO FIELD WIRE THE UNIT CABINET DESIGN FEATURES FRONT ACCESS PANELS ON EACH SIDE FOR EASY ACCESS TO ELECTRICAL AND REFRIGERATION COMPONENTS LIQUID LINE SOLENOID WIRE HARNESS IS FACTORY -INSTALLED FOR QUICK INSTALLATION MOTORS PLUG INTO WIRING HARNESS FOR EASIER SERVICING ON 4-6 FAN MODELS, DRAIN PAN HAS A LANYARD FOR EASY AND SAFE ACCESS PRE -DRILLED HOLES ON THE BACK OF THE UNIT FOR ROOM THERMOSTAT RELIABLE & DURABLE ATTRACTIVE WHITE CABINET MOLDED FAN GUARD DESIGN MADE OF STRONG PLASTIC MATERIAL SWEAT CONNECTIONS TO REDUCE POTENTIAL FOR LEAKS Options Mounted Options Variant condition - null COIL COATING - ALUMINUM CONTROL OPTIONS - QRC CONTROLLER VOLTAGE ASSEMBLY SELECTION - 115V EC CARTON OPTIONS - STANDARD CARTON NOZZLE SELECTIONS - NOZZLE INSTALLED PERFORMANCE INTERNAL PANELS ARE ISOLATED FOR QUIET OPERATION INTERNALLY ENHANCED TUBING AND FIN DESIGN FOR HIGHER EFFICIENCY VERSATILE LARGE DIAMETER DRAIN HOLE (3/4" ID) IS LOCATED ON THE BACK OF THE UNIT MINIMAL HEIGHT OF THE LOW PROFILE SERIES MAKES IT IDEAL FOR LOW CEILING COOLERS COIL SELECTION - ALM FIN COIL - BEACON COIL MECHANICAL OPTION - BEACON CONTROLS - QRC FAN BLADE SELECTION - STANDARD FAN BLADE FAN GUARD SELECTION - LARKIN PLASTIC GUARD Minimum Unit Clearances Al" /////////l/////' S44- 1 1n H PLAN VIEW PLAN VIEW AIR FLOW 1 N r 4 4 ////////f//////� One Evaporator NOTE: H =Total Height evaporator coil surface. 1 1/2 H r 1 1/2 H 3H 1 1/2 H -A 11/2 H -A- Two Evaporators City of Tukwila Department of Community Development August 16, 2019 PAMELA COOLEY 401 NE RAVENNA BLVD - #130 SEATTLE, WA 98115 RE: Correction Letter # 1 MECHANICAL Permit Application Number M 19-0128 HOMEGROWN - 841 SOUTHCENTER MALL Dear PAMELA COOLEY, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - M DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11 x 17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Provide manufacturers installation -construction specifications with the approved method for seismic anchoring of the cooler. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that twoj2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, o Kandace Nichols Permit Technician File No. M19-0128 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ERMIT COORD COP PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0128 PROJECT NAME: HOMEGROWN SITE ADDRESS: 841 SOUTHCENTER MALL Original Plan Submittal X Response to Correction Letter # DATE: 08/28/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Avv& Building Division Public Works Fire Prevention Structural E r Planning Division Permit Coordinator 11 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/29/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required r L (corrections entered in Reviews) DUE DATE° 09/26/2019 Approved with Conditions ri Denied (ie: Zoning Issues Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: I 2/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0128 PROJECT NAME: HOMEGROWN DATE: 08/02/19 SITE ADDRESS: 841 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A4- CoWil 0-47-c Building Division Public Works AIN Fire . revenPon Structural Planning Division Permit Coordinator III PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/06/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Denied (ie: Zoning Issues) (corrections entered in Reviews) Approved with Conditions Notation: DUE DATE: 09/03/19 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Fire 0 Ping PW Staff Initials. 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.2ov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (A. 'A Plan Cheek/Permit Number: DI Response to Incomplete Letter # Response to Correction Letter # D Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: Project Address: Contact Person: Summary of Revision: RECEIVED CITY OF TUKWILA AUG 1 8 2019 PERMIT CENTER 011 Phone Number: 4)-FD)%51-5S)1' Sheet Number(s): "Cloud" or highlight all areas of revision including date i revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on Z-7-1 q W:Wermit Centeeffemplatefforms1Revision Submittal Form.duc Revigerl• Ammgt 7015 Horne Espanol Contact A•Zlnclex Help Safety & Health Claims & Insurance Workplace Rights Washington State Department of Labor & Industries EAR BEAR MECHANICAL INC 0.1011V Own( or tradesperson Principals BELCHER, GARRY DEWAYNE, PRESIDENT Doing business as POLAR BEAR MECHANICAL INC WA UBI No. 603 145 986 401 NE RAVENNA BLVD 130 SEATTLE, WA 98115 425-967-5827' KING County Business type Corporation Liconse Verify the contractor's active registration / license / certification (depending on lrade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. POLARBM891PC Effective — expiration 10/03/2011-10/03/2021 Bond Western Surety Co Bondi -account no. 6250-.547 Received by L&I 10/09f2015 Bond history Insurac,ce Federated Mutual Ins Co Policy, no, 9835183 Received by L&I 07/3C/2019 Insurance history $12,000.00 Effective date 09/12/2015 Expiration data Until Canceled $1,000,000.00 Effective date 04/15/2019 Expiration date 04/15/2021 vingi 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 Search My 1..SH Trade & Licensing No L&I fax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. Licensb Violations No license violations during the previous 6 year period. Help us improve SPECIFICATIONS CONSTRUCTION: EXTERIOR WALL: 5" WOOD -FRAME, POLYURETHANE, F-I-P (R-37) 2" AIR GAP /---CAULKING CEILING: 5" WOOD -FRAME, POLYURETHANE, F-I-P (R-37) i8'-3" [99] O.D. RECOMMENDED (TYP.) FOAM 2X4 - 3/8 BEAD MIN. FINISH: COOLER -26GA. METAL WALL: 22GA. SST. INTERIOR WHERE INDICATED 26GA. STUCCO -WHITE BALANCE OF INTERIOR 22GA. SST. EXTERIOR WHERE INDICATED -� 26GA. STUCCO -WHITE EXTERIOR WHERE INDICATED III 26GA. STUCCO-GALVALUM BALANCE OF EXTERIOR F ----- - ----- CEILING: 26GA. STUCCO -WHITE INTERIOR I, PLUG BUTTON-- -CAM LOCK FASTENER 26GA. STUCCO-GALVALUM EXTERIOR @ 48 O.C. MAX. ACCESSORIES: I I CD 1 EA. - 30" X 80" HINGED COOLER DOOR SELF CLOSING, FLUSH INTERIOR 36 H. .100 DT/ALUM. KICKPLATE INT. & EXT. 22GA. SST. JAMB (MAGNETIC) I II II 1 EA. - LIGHT SWITCH W/ DIGITAL TM. 1 EA. - 30" X 80" (6" STRIPS) PLASTIC CURTAIN �2 EA. - 3" X 3" X 26GA. STUCCO GALVALUM INSIDE ANGLE, 9'-0" 22GA. SST. ; 1-PANEL TO PANEL 1 EA. - 3" X 3" X 26GA. STUCCO GALVALUM INSIDE ANGLE, 9'-6" II iII / NOTE: LAG DOWN CEILING 81" 81 "�\�.- � � ' . •THE CEILING IS DESIGNED FOR "NO STORAGE" 2 2 \1 ALL MODIFICATIONS MADE TO THE APPROVED PLANS 2'-10-" 2' -10�' �' MUST BE SUBMITTED BY THE DESIGN PROFESSIONAL TO 2 2 -6 2 THE BUILDING OFFICIAL FOR WRITTEN APPROVAL PRIOR TO �/" X 6'/" CONT. 26GA. >> 22GA. SST. _____� GALVALUM TOP CAP I ;-- 3/8" X 8" LAG SCREW i- INSTALLATION. WITH #8 X 3/4" TEK 1 , / AND WASHER @23" O.C. •FIELD CUT CEILING OPENINGS ARE NOT TO INTERFERE WITH I 24 O PANEL PERIMETER FRAMING. --------- ___ 26GA. S❑GGO_WH�TE __- SCREWS @ 23 O.C. y 26GA. METAL FLOOR ANGLE INT. ONLY PLAN VIEW �'�' OCCUPANCY TYPE: DESIGN CRITERIA: CAULKING -- ....:,.-----CEILING PANEL NAP. NO ACCESS PE RMITTED" 3/8" BEAD MIN. AP: "ACCESS PERMITTED" SEISMIC PARAMETERS: _ 2 SS = _ 1.445 _ NSF GASKET -� jl 1 S1 =-0.538_ I , , - s,- - 0-)� ^I o � 0 _ CD CD i� w `� I � �Id J 0-) O w I I Q (_0 co D7 t2 I I I I — _F II I I II I II I II I II I I� I I � + + + + +I +++++++++I + + + + + + + + + + + + + + + I FILE Or. Sps= _0.963_ Permit No. U WALL PANEL -- SEISMIC DESIGN CATEGORY = D Plan review approval Is subject to errors ano -FOAM MINIMUM INDOOR LATERAL LOAD = 5 sf omissionaeceipt structlon documents does p not autfl n of any adppted code or CEILING DL = 5psf ordinaapproved Field Copy and CEILIN 10psf acCed_By 2 CEILING TO WALL City of Tukwila „ BUILDING DIVISION EXTERIOR INTERIOR �4`�F�vAs"'�,�'� N 0, 1 N 'F_ E R I t4 OUT -SWING WALL PANEL - 3 - - — 812 S. La Cassia Drive - REVISIONS SILICONES TOP &BOTTOM - AS REQUIRED & ACCEPTABLE BY CODE -2" X 2" X 16GA. �'o �F3x`1c, •� cisr�� Boise, ID 83705 -FRONT E L E V A T I O N No Chat lcaes shall be mane to the scope 26GA.- CH. COVE BASE-, GALV. STEEL ANGLE �ssIONAL G` of work without pool anoroval of the W#8 X 3/4" TEK SCREW -- # 14 X 1 1/ TEK (208) 345-8941 Tukwila Building Dw slon. @23" O.C. SCREWS @ 23" 0. EXPIRES o5/1812020—� fax (208) 345-8946 NOTE: Revisions will reaulre a new plan FINISH FLOOR g-23.� web www.tamarackgrove.com submittal and may include additional plan review. _- ,' -' STAMP SUBMITTAL DRAWING - CAULKING -' REMOVED PTN UNIT, LIGHT FIXTURE, MOTION SENSOR MUST BE SIGNED & RETURNED BY __________ 3/8 BEAD MIN. -CAULKING 08/02/19 ADDED METAL TRIMS CHARLEY REV. DATE DESCRIPTION REV. BY TO BE SHIPPED ON____________' BEAD MIN. 3/8"p ❑ NOT APPROVED - REVISE AND RESUBMIT SECTION 2603.4.1.2 COMPLIANCE DATA COMPOSITE PANEL- SURFACE BURNING CHARACTERISTICS: HILTI KH-EZ 1/4 DIA. 1 5/8' EMB. @ 24 O.G. -12 X 26GA. METAL SCR D custolnp%l COO ❑ APPROVED AS NOTED - MANUFACTURE AS NOTED FLAME SPREAD: 20 ESR 3027 -ASSUMED MINIMUM DESIGN: ❑ APPROVED AS IS - MANUFACTURE AS DRAWN SMOKE DEVELOPED: 250-400%' CORE FLASH IGNITION TEMPERATURE: 8967 LARR 25897 OR EQUAL 4 THK. 2500 PSI CONC. •« 42 ARROW IGHWAY SIGMAN ROAD NE DC dOW[E[2W DLa4C o CORE SELF -IGNITION TEMPERATURE: 9147 NOTE: SLAB. G.C. TO VERIFY SAN 1MACA 91773 CONYERS, GA. 30013 TEL: (909) 592-1111 TEL: (678) 712-5656 FOR ALL MECHANICALLY FASTENED ANCHORS, FAX: (909) 599-6225 VALUES ARE REPORTED BY UNDERWRITERS LABORATORIES FILE NO. 25285 AND SV16788 SPECIAL INSPECTION MAY BE REQUIRED. VERIFY JOB: CUSTOMER: M SPRINKLER SYSTEMS ARE UNDER SEPARATE PERMIT WITH LOCAL BUILDING OFFICIAL HOMEGROWN SOUTH CENTER CMA RESTAURANT SUPPLY 3 WALL TO CONCRETE FLOOR DRAWN BY: CHARLEY DRAWING NO.: 841 SOUTHCENTER MALL, SPACE �532 CUSTOM COOLER PRODUCTS COMPLY AND CONSERVATION ACT (42 U.S.C. 6311) TUKWILA, WA 98188 INDOOR COOLER DATE: 06/06/19 SCALE: 1 4"=1'-0 19-1 105-1 SHEET 1 OF 1 WITH THE "R" VALUE REQUIREMENTS OF SECTION 340 OF THE ENERGY POLICY AND CALIFORNIA TITLE 20 AND TITLE 24. SEPARATE PERMIT REQUIRED FOR: ❑ Mechanic,81 Elech ic+ial Plumbing Gas Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED AUG 3 0 2019 . r� City of Tukwi a BUILDING DIVISION ; EIVED r° r, TIJKWILA AUG 2 0 2019 Pe:8Pv11T CENTER CORRE TION LTR# 16 T -, NOISIAla ONla-lln8 ellAMnl jo 4!0 61oz o g end a3AOHddV 30NVIldVYOO 300a �104 03MMA3N I i I �alt�.ae.s�.eLe.a.��e.a:ssas.e rsaas.e.e.a�l.a • • • • • _ . _ . _ . _ . _ . _ . _ . _ . _ . _ . _ . _ . _ . _ . _ . — . _ . — . _ . _ . _ . _ . _ . _ ------ , —+• ,i nif.'.,dn, �n ,1g p m Im, Ili II 'l I 1r_____r 1 j i,l I O� Us 1 i I % O' I I fl illl II I I ii III I ' I Q hQ � I I C I; u uN n nr.®.� i j I a O In = = 1 CD I i - - - 1 O o X Iota ------------- I � AM J�41 I o I I � .o i{ I N I ws _ Ifs L I Ip CO CD Ip 1� / 1 I Tw. I I I I N I 1 O Io lei III � III I I oo �`••��i� III � �/ IIII d• i --' — III • I I ' j —.—._._._.—.—.—. ._._.—.—._._._._._._.—.—.— ._.—.—._._..._.. 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