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Permit M19-0086 - SHASTA BEVERAGES / CAN LINE 2 - NEW OVERHEAD PLATFORM AND CONVEYORS
SHASTA BEVERAGES, INC CAN LINE 2 1227 ANDOVER PARK E FINALED 5/6/2021 M19-0086 Parcel No: Address: Project Name: �~^�v« m�� Tukwila p~�~� x�o n K�m`�wUoa Department of Community Development 6300SouthcenuerBoulevard, Suite #l00 Tukwila, Washington g8188 9hpne:JU6'431'3G7O Inspection Request Line: 2n6'430'9350 Web site: http://www.TukwilaWA.gov MECHANICAL PERMIT ]52]O49O72 12Z7ANDOYERPARK [ SHASTA BEVERAGES, INC - CAN LINE 2 Permit Number: Issue Date: Permit Expires On: Ml9'0086 7/25/ZU19 1/21/2020 Owner: Contact Person: NATIONAL BEVERAGE CORP 8100SVV10TM5TSTE4VV0' PLANTATION, WA, 33324 DAVDKEHLE l9lGU0NA|RDRSW, 5EA7TL[ WA, 98116 Contractor: Name: OWNER AFFIDAVIT 'N|CMOLAS HEATON Address: License No: Lender: Name: ''' Phone: (206)433'8997 Phone: Expiration Date: DESCRIPTION OF WORK: INSTALL NEW OVERHEAD PLATFORM AND CONVEYORS FOR CAN LINE TWO (COMPRESSED AIR AND ELECTRICAL UNDER PREVIOUS PERMITS) PER PLANS Valuation ofWork: $125,00000 TypecfVVor : NEW Fuel type: ELECT Fees Collected: $1,736.20 Electrical Service Provided by: PUGETSOUND ENERGY Water District: TUKVV|U\ SewerDisthct: TUKVV|LA Current Codes adopted hythe City cfTukwila; International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas Code: Permit Center Authorized Signatur6l: 2015 2015 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VYACl96-46g: vVAState Energy Code: 2017 2017 2017 2015 4"/ Date: 7- -z���^� 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. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: '�� -} ---- Date: �S "���(k \ Print Name: �•�-K-- �-� mecca +� 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: 2: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 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). 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 4: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 5: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 6: ***MECHANICAL PERMIT CONDITIONS*** 7: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 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: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: 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. 11: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 12: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 13: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 14: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 15: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 16: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1400 FIRE FINAL 1800 MECHANICAL FINAL 0701 ROUGH -IN MECHANICAL CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi laW A .gov Mechanical Permit No. Project No. Nu 9 WO Date Application Accepted: Date Application Expires: —161 c.1 (For office use only) 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.: 352304-9072 Site Address: 1227 Andover Park East Suite Number: Floor: Tenant Name: Shasta Beverage Inc New Tenant J Yes PROPERTY OWNER Name: Shasta Beverage Inc Address: 1227 Andover Park East City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: David Kehle Address: 1916 Bonair Dr SW City: Seattle State: WA Zip: 98116 Phone: 206-433-8997 Fax: Email: dkehle@dkehlearch.com 1 ..No MECHANICAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: Valuation of project (contractor's bid price): $ Describe the scope of work in detail: Install new overhead platform and conveyors for Can Line Two (compressed air and electrical under previous permits) per plans 125,000 Use: Residential: New 0 Replacement Commercial: New 121 Replacement Fuel Type: Electric 0 Gas Other: HAApplications \ Forms -Applications On LinM2016 Applications \Mechanical Permit Application Revised 1-4-16.dnex 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 > 100k 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 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 1 Boiler/Compressor Qty 0-3 hp/100,000 btu 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 limn 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-IOPM, Saturday, Sunday and State -recognized holidays. A few sounds are exempt from the noise code, including: Waming 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Date: 05/28/2019 Print Name: David Kehle Day Telephone: 206-433-8997 Mailing Address: 1916 Bonair Dr SW Seattle WA 98116 City State Zip H;1ApplicationsWe n s-Applicalions On Line12016 Appllcations1M Revised: January 2016 bh lication Revised 1-4-16.doc, Page 2 of 2 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PerrnitTRAK $5,803.30 D19-0171 Address: 1227 ANDOVER PARK E Apn: 3523049072 $2,585.75 DEVELOPMENT $2,475.72 PERMIT FEE R000.322.100.00.00 0,00 $1,100.21 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $250.30 PERMIT FEE R000.322.100.00.00 0.00 $1,100.21 TECHNOLOGY FEE $110.03 TECHNOLOGY FEE R000.322.900.04.00 0.00 $110.03 EL19-0449 Address: 1227 ANDOVER PARK E Apn: 3523049072 $548.11 ELECTRICAL $527.03 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $421.62 PLAN CHECK FEE R000.345,832.00.00 0.00 $105.41 TECHNOLOGY FEE $21.08 TECHNOLOGY FEE R000.322.900.04.00 0.00 $21.08 M19-0086 Address: 1227 ANDOVER PARK E Apn: 3523049072 $1,394.27 MECHANICAL $1,327.88 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322,100.00.00 0.00 $1,294.73 TECHNOLOGY FEE $66.39 TECHNOLOGY FEE R000.322.900.04.00 0.00 $66.39 M19-0087 Address: 1227 ANDOVER PARK E Apn: 3523049072 $503.93 MECHANICAL $479.93 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322,100.00.00 0.00 $446.78 TECHNOLOGY FEE $24.00 TECHNOLOGY FEE R000.322.900.04.00 0.00 $24.00 M19-0088 Address: 1227 ANDOVER PARK E Apn: 352 049072 $203.00 MECHANICAL $193.33 PERMIT ISSUANCE BASE FEE R000.322,100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $160.18 TECHNOLOGY FEE $9.67 TECHNOLOGY FEE R000.322.900.04.00 0.00 $9.67 Date Paid: Thursday, July 25, 2019 Paid By: SHASTA BEVERAGES, INC Pay Method: CHECK 602062 Printed: Thursday, July 25, 2019 10:10 AM 1 of 2 Y TEM5 DESCRIPTIONS ACCOUNT QUANTITY I PAID 17 ' PermitTRAK $5,803.30 M19-0089 Address: 1227 ANDOVER PARK E Apn: 3523049072 $428.59 MECHANICAL $408.18 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $375.03 TECHNOLOGY FEE $20.41 TECHNOLOGY FEE R000.322.900,04.00 0.00 $20.41 PG19-0075 Address: 1227 ANDOVER PARK E Apn: 3523049072 $139.65 PLUMBING $133.00 PERMIT FEE R000.322.100.00,00 0.00 98,00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35.00 TECHNOLOGY FEE $6.65 TECHNOLOGY FEE R000.322.900.04.00 0.00 TOTAL FEES PAID BY RECEIPT: R18190 ' $6.65 $5,803.30 Date Paid: Thursday, July 25, 2019 Paid By: SHASTA BEVERAGES, INC Pay Method: CHECK 602062 Printed: Thursday, July 25, 2019 10:10 AM 2 of 2 YS EMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,092.33 D19-0171 Address 1227 ANDOVER PARK E Apn: 3523049072 ' .. - $736.59 . _ Credit Card Fee $21.45 Credit Card Fee R000.369.908.00.00 0,00 $21.45 DEVELOPMENT _ . $715.14 PLAN CHECK FEE R000.345.830.00.00 0.00 $715.14 E119-0449 Address: 1227 ANDOVER PARK E Apn: 3523049072 $701.09 Credit Card Fee $20.42 Credit Card Fee R000.369.908.00.00 0,00 $20.42 ELECTRICAL $680.67 PLAN CHECK FEE . R000.345.832.00.00 0.00 $680.67 M19-0086 Address: 1227 ANDOVER PARK E Apn: 3523049072 $341.93 Credit Card Fee $9.96 Credit Card Fee R000.369.908.00.00 0.00 $9.96 MECHANICAL $331.97 PLAN CHECK FEE R000.322.102.00.00 0.00 $331.97 M19-0087 Address: 1227 ANDOVER PARK E Apn: 3523049072 $123.58 Credit Card Fee $3.60 Credit Card Fee R000.369.908.00.00 0.00 $3.60 MECHANICAL $119.98 PLAN CHECK FEE R000.322.102.00.00 0.00 $119.98 M19-0088 Address: 1227 ANDOVER PARK E Apn: 3523049072 $49.78 Credit Card Fee $1.45 Credit Card Fee R000.369.908.00.00 0.00 $1.45 MECHANICAL $48.33 PLAN CHECK FEE R000.322,102.00.00 0.00 $48.33 M19-0089 Address: 1227 ANDOVER PARK E Apn: 3523049072 $105.11 Credit Card Fee $3.06 Credit Card Fee R000.369.908.00.00 0.00 $3.06 MECHANICAL $102.05 PLAN CHECK FEE R000.322.102.00.00 0.00 $102.05 Date Paid: Wednesday, May 29, 2019 Paid By: NICHOLAS HEATON Pay Method: CREDIT CARD 029702 Printed: Wednesday, May 29, 2019 2:29 PM 1 of 2 CRW YS TE M5 Cash Register Receipt Receipt Number City of Tukwila DESCRIPTIONS 1 PermitTRAK ACCOUNT 1 QUANTITY PAID $2,092.33 PG19-0075 Address: 1227 ANDOVER PARK E Apn: 3523049072 $34.25 Credit Card Fee $1.00 Credit Card Fee R000.369.908.00.00 0.00 $ .00 PLUMBING $33.25 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R17750 R000.322.103.00.00 0.00 $33.25 $2,092.33 Date Paid: Wednesday, May 29, 2019 Paid By: NICHOLAS HEATON Pay Method: CREDIT CARD 029702 Printed: Wednesday, May 29, 2019 2:29 PM 2 of 2 CRPOis Y5 TEM 5 0 CO CITY OF TUKWIL4 Date: 05/29/I019 02:27;59 PM CREDIT CARD SALE VISA CARD NUMBER: **********9837 K TRAN AMOUNT: $2'892.33 APPROVAL [D: 829702 KECnK0 #: 080 CLERK ID: Bill Thank you! Customer Copy SHUTLER 11.11 IIII NOM CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005* (425) 450-4075 * FAX (425) 450-4076 5-16-2019 Nick Heaton Shasta Beverages, Inc. 1227 Andover Parkway East Tukwila, WA 98188 RE: Copper Air Lines Tukwila, Washington Nick, REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2019 City of Tukwila BUILDING DIVISION We have reviewed the piping drawings prepared by Auburn Mechanical dated March 16, 2019, and visited the plant on May 7th, 2019 to look at the compressed air piping that is hung from the roof. The compressed air piping is placed to serve the equipment which comprises both Cnn LiiT iid Cai Line 2. Cdjper lines up to two inches in diameter are supported by the roof structure. Per foot, the compressed air lines weigh up to two pounds when they are two inches in diameter. The lines throughout the plant are hung from either the 2x stiffeners or 4x purlins. I have reviewed the vertical gravity effect the piping would have on the existing roof structure and found it to be structurally acceptable. The stiffeners and purlins both have enough capacity to allow for these lines to get hung from them. Deflection values for the 2x stiffeners are still within the International Building Code prescribed limitations, since there will not be any hard ceilings hung in the plant. I have attached calculations to show the loading scenario which the existing structure can support and where the loads imposed by the compressed air lines could fit in. If there are questions about thii memo or clarification is required, please feel free to contact us at (425) 450 — 4075. Regards, Andy Hardman, Project Engineer RECEIVED JUN 0 3 2019 BHC Consultants, LLC RECEIVED CITY OF TUKWILA MAY 2 9 2019 PERMIT CENTER Job # 10-23.04 SHUTLER Mil MEM CONSULTING SWIM ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INST. A -t SHEET NO. CALCULATED BY s- a OF DATE 05/i5)190)/ SCALE I 1 -0 EMEMOMMEMEMEM II• MMILMMI MI= MOMMOMMINIMM illPIEIMP MM. MUM= N MINIMMIMME MN ' 80 / I osimmanmaimmommi 111111110010 • imisimmallomi.mmmins 11•111 111111111111=11.11111 m ENMENMEMMIMMINIMMIIMMINI 11111111111111111111 IIIMMI 11111111 I pilliiiiiiitillillimi rm111111111116mL11111111 ligkillo limillumaillirepplimm I Nib mom iiiiiillifiliiiiiiiii IIIIIIIIIIIIIIIIIIII SHUTLER _�- CONSULTING MOW INII Ili ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 96005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO .S. 1 CALCULATED BY fi OF DATE 05/1 5 J ael SCALE ILIM R' .� L 111111111111111111111111 a1 MEM m1n110321111111MICERa MI MI WM MOMMO�6 MI A MMOE 1111111UMMUMMI ' MMIMINEMEMM UM IIIM REMLN girl I '92 IIKEINIZMNEM! - stt . Impel, SHUTLER MIMI CONSULTING ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHASTA TI SHEET NO. COVER OF CALCULATED BY AH CHECKED BY JH SCALE JOB NUMBER 10-23.04 DATE 6/19/2019 DATE STRUCTURAL CALCULATIONS FOR: CAN LINE TWO SHASTA TI 1227 ANDOVER PARKWAY EAST TUKWILA, WASHINGTON DESIGN CRITERIA: CODE ROOF LIVE LOAD WIND LOAD INTERNATIONAL EXISTING BUILDING CODE 2015 25 PSF SNOW LOAD 110 MPH ZONE, EXPOSURE B' SEISMIC DESIGN INFORMATION: Ss = 143.2% Sds = 0.955 Si = 53.4% Sd1 = 0.534 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2019 City of Tukwila BUILDING DIVISION SEISMIC DESIGN CATEGORY 13' EQUPIMENT VALUES: Rp = 3.0 ap= 2.5 00= 2.5 Ie = 1.0 :1;eviewed and Approved for Substantial Compliance C Consultants Dat RECEIVED JUN 2 7 2019 BHC Consultants, LLC -�_ SHUTLER _II- CONSULTING Nor Imo mo ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX ld751 4 f .4fl7 . JOB SIi iFt T 1 SHEET NO. �" I CALCUL A TED BY Ail DATE [ SCALE OF 3d 19" 8" I Immiimmi Elm iiiiiiiiiiiiiii Q. 2. i !III III ( ta" irommom IIIIIIl11liIUhIIph Einompion 1 8 . , a L. jwilinduing ... -Arm ,, gyro.:... a sa SHUTLER • CONSULTING am ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SH-Fr51-41- SHEET NO. •R, CALCULATED BY OF DATE DATE 3/ 5/ 20 1(1 SCALE el)11)1AE_AIT` 61•10V • • ' (2 54*R1q1L-4AIRM>t>"Vb -', (,P4 T Ap FP = °'475' AL(it C9ill) 7 i - Fe :.-, 0.9 p,5 0.4155)( 10* (ti.Z(?)) - - ,c) , -i' ,') ‹ 0 :, No o - 713kNIA0C9 I S5 U5.1 SLID1 b ot4 L.N, • vr klp 4h4t- -1-OR ... ‘i 1.51 int,s-rhu- FutT PlAig_ ,Of 9, fq..1 rifOk..5 FOOT- 9/4 aoars OSLIEt 6 VErzr rit. (\:?,. u) L-rs) i • r-* 44 414.1) c, r. sev_ .4_-1-Titc-itiorED -6 ° 4tititag 5 IN 3)4 RS _ SHUTLER M- CONSULTING _ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB tVPISTPrT1 SHEET NO. CD — CALCULATED BY 1� DATE SCALE Pa (-7Jao►q OF __ SHUTLER _MI- CONSULTING ETINIMMEI ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 1-►'T — T 1 SHEET NO. S CALCULATED BY OF DATE 3/9...t. po fq SCALE AM MI SHUTLER 11111M. CONSULTING �© ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB Yrer SHEET NO."1� 7 CALCULATED BY I7 DATE 3 J5J DI SCALE OF MI_ SHUTLER M- CONSULTING -_mi ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB ) `'` " ` G;' SHEET NO. S —6 CALCULATED BY tt DATE YJ 19 1(i SCALE OF flt n?i-Ni Q 149:1-1 Maw F I t,S: ok Q.5 Fp rncT R - L . $ F J 3/1 Y ITS Nimes �/3 a.� MAttt\1lWW GOCATIQA =3. Go 1111111111M SHUTLER Mall III= CONSULTING M ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 5 0- 5 YO1 3 '2)c 0 JOB 'IM-1-er 51-Ar SHEET NO. -1r OF. CALCULATED BY DATE 3/5japp9 SCALE A4401Q.C,„ 0 Ni .5 -s 1321 ICC EVALUATION SERVICE Innovation ** REST ARCH LABS Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1917 ICC-ES 1 (800) 423-6587 I (562) 699-0543 I www.icc-es.org Reissued 05/2017 This report is subject to renewal 05/2019. DIVISION: 03 00 00—CONCRETE SECTION: 03 16 00—CONCRETE ANCHORS DIVISION: 05 00 00—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE ICC CC _ PMG LISTED "2014 Recipient of Prestigious Western -States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of fITIEW ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. rA ACCREDITED ESR-1917 I Most Widely Accepted and Trusted J-1 Page 6 of 17 TABLE 1A—SETTING INFORMATION (CARBON STEEL ANCHORS) SETTING INFORMATION Symbol Units Nominal anchor diameter (in.) 84 112 4/4 '14 Anchor O.D. d4 (d0)2 In. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Nominal bit diameter dyg In. 3/8 1/2 5/8 3/4 Effective min. embedment h°r In. (mm) 11/2 (38) 2 (51) 23/4 (70) 2 (51) 31/4 (83) 31/8 (79) 4 (102) 31/4 (83) 33/4 (95) 43/4 (121) Nominal embedment am,„ In, (mm) 113/18 (46) 25/18 (59) 31/18 (78) 23/8 (60) 35/8 (91) 35/18 (91) 47/18 (113) 313/10 (97) 45/16 (110) 55/16 (136) Min. hole depth h, In. (mm) 2 (51) 25/8 (67) 33/8 (86) 25/8 (67) 4 (102) 33/4 (95) 43/4 (121) 4 (102) 41/2 (114) 53/4 (146) Min. thickness of fastened part' fm" In. (mm) 0 (0) 0 (0) 0 (0) 3/4 (19) 1/4 (6) 3/8 (9) 3/4 (19) 0 (0) 0 (0) 7/8 (23) Required Installation torque rn14' ft-lb (Nm) 25 (34) 40 (54) 60 (81) 110 (149) Min. dia. of hole in fastened part do In. (mm) 7/18 (11.1) 9/16 (14.3) 11/16 (17.5) 13/18 (20.6) Standard anchor lengths tench In. (mm) 3 (76) 33/4 (95) 5 (127) 33/4 (95) 41/2 (114) 51/2 (140) 7 (178) 43/4 (121) 6 (152) 81/2 (216) 10 (254) 51/2 (140) 7 (178) 8 (203) 10 (254) Threaded length (incl. dog point) tur�e In. (mm) 11/2 (38) 21/4 (57) 31/2 (93) 15/8 (41) 23/8 (60) 33/8 (86) 47/8 (124) 11/2 (38) 23/4 (70) 51/4 (133) 63/4 (171) 21/2 (63) 4 (103) 5 (128) 7 (179) Unthreaded length ahr In. (mm) 11/2 (39) 21/8 (54) 31/4 (83) 3 (17) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. 3See section 4.3 for alternate installation with Hilti Safe-SeP' System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. TABLE 1 B—SETTING INFORMATION (STAINLESS STEEL ANCHORS) SETTING INFORMATION Symbol Units Nominal anchor diameter (In.) 3/8 1/2 516 3/4 Anchor O.D. d4 (d.)2 In. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Nominal bit diameter dbx In. 3/8 /2 /8 3/4 Effective min. embedment her In. (mm) 2 (51) 2 (51) 31/4 (83) 31/8 (79) 4 (102) 33/4 (95) 43/4 (121) Nominal embedment h"°"' in. (mm) 25/,8 (59) 23/8 (60) 35/8 (91) 35/18 (91) 47/18 (113) 45/16 (110) 55/1s (136) Min, hole depth ho In. (mm) 25/8 (87) 25/8 (67) 4 (102) 33/4 (95) 43/4 (121) 41/2 (114) 5'l4 (146) Min. thickness of fastened part' t In. (mm) 1/4 (6) 3/4 (19) 1/4 (6) 3/8 (9) 3/4 (19) 1/6 (3) 15/8 (41) Required Installation torque Ting ft-lb (Nm) 25 (34) 40 (54) 60 (81) 110 (149) Min. dia. of hole in fastenedpart d^ in. (mm) 7/1e (11.1) 5/16 (14.3) 11/18 (17 5) 13/18 (20.6) Standard anchor lengths tench In. (mm) 3 (76) 33/4 (95) 5 (127) 33/4 (95) 41/2 (114) 51/2 (140) 7 (178) 43/4 (121) 6 (152) 81/2 (216) 10 (254) 51/2 (140) 8 (203) 10 (254) Threaded length (incl. dog point) t'bratd In. (mm) 7/8 (22) 15/8 (41) 27/8 (73) 15/8 (41) 23/e (60) 33/8 (86) 47/8 (124) 11/2 (38) 23/4 (70) 51/4 (133) 63/4 (171) 11/2 (38) 4 (102) 6 (152) Unthreaded length turthr In, (mm) 21/8 (54) 21/8 (54) 31/4 (83) 4 (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. 3See section 4.3 for alternate installation with Hilti Safe -Set"' System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. ESR-1917 I Most Widely Accepted and Trusted Page 8 of 17 TABLE 3-DESIGN INFORMATION, CARBON STEEL KB-TZ DESIGN INFORMATION Symbol Nominal anchor dlameter Units 24 1/2 5/5 3/4 Anchor O.D. de(do) in. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Effective min. embedment' he in. (mm) 11/2 (38) 2 (51) 2 ,L. 1,4 (70) 2 (51) 31/4 (83) 31/8 (79) 4 (102) 31/4 (83) 33/4 (95) 43/4 (121) Min. member thickness2 hmt in. (mm) 31/4 (83) 4 (102) 5 (127) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 8 (203) 51/2 (140) 6 (152) 8 (203) 8 (203) Critical edge distance ce, in. (mm) 6 (152) 43/8 (111) 4 (102) 41/8 (105) 51/2 (140) 41/2 (114) 71/2 (191) 6 (152) 61/2 (165) 83/4 (222) 63/4 (171) 12 (305) 10 (254) 8 (203) 9 (229) Min. edge distance c„,.., In. (mm) 8 (203) 21 2 (64) 21/2 (64) 23/4 (70) 2 (60) /8 36/8 (92) 3 (83) /4 912 (241) 43/4 (121) 41/8 (105) for s a in. (mm) 8 (203) 5 (127) 5 (127) 53/4 (146) 53/4 (146) 61/8 (156) 57/8 (149) 5 (127) .1 01/2 (267) eh (225) Min. anchor spacing in. (mm) 8 (203) 21/2 (64) 21/2 (64) 23/4 (70) 23/8 (60) 31/2 (89) 3 (76) 5 (127) 5 • (127) 4 (102) for c In. (mm) 8 (203) 36/8 (92) 33/4 (92) 41/8 (105) 31/2 (89) 43/4 (121) 41/4 (108) 912 (241) 91/2 (241) 73/4 (197) Mn, hole depth in concrete ho in. (mm) 2 (51) 25/8 (67) 33/8 (86) 25/8 (67) 4 (102) 33/4 (98) 43/4 (121) 4 (102) 41/2 (117) 53/4 (146) Min. specified yield strength fy lb/in2 (N/mm2) 100,000 (690) 84,800 (585) 84,800 (585) 84,800 (585) Min. specified ult. strength fute lb/in2 (N/mm2) 125,000 (862) 106,000 (731) 106,000 (731) 106,000 (731) Effective tensile stress area Ase,N In2 (mm2) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension N„ Ib (kN) 6,500 (28.9) 10,705 (47.6) 17,170 (76.4) 25,120 (111,8) Steel strength in shear Ib (kN) 2,180 (9.7) 3,595 (16.0) 5,495 (24.4) 8,090 (36.0) 13,675 (60,8) Steel strength in shear, seismic3 V,„,„.. Ib (kN) 2,180 (9.7) 2,255 (10.0) 5,495 (24.4) 7,600 (33.8) 11,745 (52.2) Pullout strength uncracked concrete° A/ACM(7 Ib (kN) 2,160 (9.6) 2,515 (11.2) 4,110 (18.3) NA 5,515 (24.5) NA 9,145 (40.7) NA 8,280 (36.8) 10,680 (47.5) Pullout strength cracked concrete° Np,, Ib (kN) NA 2,270 (10.1) 3,160 (14.1) NA 4,915 (21.9) NA Anchor category8 2 Effectiveness factor k„„„ uncracked concrete 24 Effectiveness factor ke cracked concrete° 17 1.0 Coefficient for pryout strength, k,. 1.0 2.0 1.0 2.0 Strength reduction factor 0 for tension, steel failure modes° 0.75 Strength reduction factor 0 for shear, steel failure modes° 0.65 Strength reduction 0 factor for tension, concrete failure modes or pullout, Condition le 0.55 0.65 Strength reduction 0 factor for shear, concrete failure modes, Condition B° 0.70 Axial stiffness in service load range lb/in. 600,000 lb/in. 135,000 , For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa. For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2For sand -lightweight or normal -weight concrete over metal deck, see Figures 5A, 5B, 5C and 5D and Tables 5 and 6. 3See Section 4.1.8 of this report. °For all design cases ,P=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 6See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. °See ACI 318-14 17.4.2,2 or ACI 318-11 0.5.2.2, as applicable. 7For all design cases 'Poi =1.0. The appropriate effectiveness factor for cracked concrete ()c,) or uncracked concrete (k ) must be used. °The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. °For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement In conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. "Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. "M_ SHUTLER 111- CONSULTING WINFINITIM ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 5H- STD - 1 SHEET NO. r/r CALCULATED BY R i+ DATE 311$1I9 SCALE OF __ SHUTLER _11- CONSULTING __11111111 ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB S-rpy SHEET NO. CALCULATED BY Olt DATE 3q I $ IIy SCALE OF EMI EMU mom 0P, •.9 Shutter Consulting Engineers, Inc, AIM AIM MIM 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 MAR 2019, 7:37AM Steel Colymn Lic. # : KW-06000346 Description : Depalletizer Catwalk Column Code References File* CkPROGRA-21ENERCA-1ENERCALC_6 Software- copynght ENERCALC, INC:1933-2018, Build:10.18.12,13 Licensee : SHUTLER CONSULTING ENGINEERS Calculations per Load Combinations Used : ASCE 7-16 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E: Elastic Bending Modulus Pipe2STD Load Resistance Factor 36.0 ksi 29,000.0 ksi Applied, Loads Column self weight included : 36.60 Ibs * Dead Load Factor AXIAL LOADS Axial Load at 10.0 ft, D = 0.20, L 2.0 k BENDING LOADS. Lat. Point Load at 10.0 ft creating Mx-x, E = 0.330 k Lat. Point Load at 9.0 ft creating Mx-x, E = -0.330 k DESIGN SUMMARY Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis : Unbraced Length for X-X Axis buckling = 9 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 9 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are... Pu 0.9* Pn Mu-x 0.9* Mn-x Mu-y 0.9* Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable Steel Section Properties : Pipe2STD Depth 2.380 in Diameter Wall Thick Area Weight Ycg 2.380 in 0.154 In - 1.020 inA2 3,660 plf 0.000 in 0.1887 +1.20D+L+0.20S+E+1.90H 8.993 2.284 33.048 -0.2968 1.925 0.0 1.925 0.03595 +1.20D+L+0.20S+E+1.90H 9.060 I xx S xx Rxx Zx I yy S yy R yy 0.2970 8.262 :1 ft k k k-ft k-ft k-ft k-ft :1 ft k k Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections Along Y-Y -0.1999 in at for load combination :E Only Along X-X 0.0 in at for load combination: 0.63 in"4 0.53 inA3 0.791 in 0.713 In9 0.627 104 0.528 in9 0,791 in 0.0 k 0.0 k 0.0330 k 0.0330 k 5.772ft above base 0.0ft above base 1.250 inA4 MINA Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 MAR 2019, 8:40AM 2-D Frame Lic. # : KW-06000346 Description : Catwalk Frame 0.220k1f -> 0.220k1f File = C:\UsersWidyIDOCUME-11ENERCA-11Shasta.ec6 Software copyright ENERCALC, INC.1983-2018, Build:10.18.1213 Licensee : SHUTLER CONSULTING ENGINEERS 0.220k1f -> 0.220k1f 0.220k1f -> 0.220k1f 0,ttio �a' Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 MAR 2019, 8:43AM 2-D Frame Lic. # : KW-06000346 Description : Catwalk Frame FileC:iUsersl ndylD000ME-1iENERCA-itStiasta.ec6 . Software copyright ENERCALC, INC.1983.2018, Build:10.18.12.13 Licensee : SHUTLER CONSULTING ENGINEERS Joints... Joint Joint Coordinates Joint Label X ft X Translational Restraint Y Translational Restraint Z Rotational Restraint Tern deg 1 0.0 0.0 Fixed Fixed 0 2 0.0 9.0 0 3 0.0 10.0 0 4 1.0 10.0 0 5 10.0 0.0 Fixed Fixed 0 6 10.0 - 9.0 0 7 10.0 10.0 0 8 9.0 10.0 0 9 11.0 10.0 0 10 20.0 0.0 Fixed Fixed 0 11 20.0 9.0 0 12 20.0 10.0 0 13 19.0 10.0 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Le ftgth I End x y z (rotation) J End 1 x y z (rotation) 1-2 Columns 1 2 9.000 Fixed Fixed Fixed Fixed Fixed Fixed- 10-11 Columns 10 11 9.000 Fixed Fixed Fixed Fixed Fixed Fixed 11-12 Columns 11 12 1.000 Fixed Fixed Fixed Fixed Fixed Fixed 11-13 Braces 11 13 1.414 Fixed Fixed Pinned Fixed Fixed Pinned 12-13 Beams 13 12 1.000 Fixed Fixed Fixed Fixed Fixed Pinned 2-3 Columns 2 3 1.000 Fixed Fixed Fixed Fixed Fixed Fixed 2-4 Braces 2 4 1.414 Fixed Fixed Pinned Fixed Fixed Pinned 3-4 Beams 3 4 1.000 Fixed Fixed Fixed Fixed Fixed Fixed 4-8 Beams 4 8 8.000 Fixed Fixed Fixed Fixed Fixed Fixed 5-6 Columns 5 6 9.000 Fixed Fixed Fixed Fixed Fixed Fixed. 6-7 Columns 6 7 1.000 Fixed Fixed Fixed Fixed Fixed Fixed 6-8 Braces 6 8 1.414 Fixed Fixed Pinned Fixed Fixed Pinned 6-9 Braces 6 9 1.414 Fixed Fixed Pinned Fixed Fixed Pinned 7-8 Beams 8 7 1.000 Fixed Fixed Fixed Fixed Fixed Pinned 7-9 Beams 7 9 1.000 Fixed Fixed Pinned Fixed Fixed Fixed 9-13 Beams 9 13 8.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slendemess Factors AISC Bending & Stability Factors. Label Lu:z ft Lu:y K:z K:y Cm Cb 1-2 9.000 9.000 1.00 1.00 1.000 1.000 10-11 9.000 9.000 1.00 1.00 1.000 1.000 11-12 1.000 1.000 1,00 1.00 1.000 1.000 11-13 1.414 1.414 1.00 1.00 1.000 1.000 12-13 1.000 1.000 1.00 1.00 1.000 1.000 2-3 1.000 1.000 1.00 1.00 1.000 1.000 2-4 1.414 1.414 1.00 1.00 1.000 1.000 3-4 1.000 1.000 1.00 1.00 1.000 1.000 4-8 8.000 8.000 1.00 1.00 1.000 1.000 5-6 9.000 9.000 1.00 1.00 1,000 1.000 6-7 1.000 1.000 1.00 1.00 1.000 1.000 6-8 1,414 1.414 1.00 1.00 1.000 1.000 6-9 1.414 1.414 1.00 1.00 1.000 1.000 7-8 1.000 1.000 1.00 1.00 1.000 1.000 7-9 1.000 1.000 1.00 1.00 1.000 1.000 9-13 8.000 8.000 1.00 1.00 1.000 1.000 Materials... Member Label Youngs ksi Density kcf Thermal inldegr Yield ksi Default Steel 1,00 29,000.00 0.000 0.490 0.000000 0.000007 1.00 50.00 Mir 1111.11111.111 2-D Frame Lic, # : K -06000346 Description: Catwalk Frame Shutter Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 MAR 2019, B:43AM File CAUserslAndyIDOCUME-11ENERCA-11Shastaec6 the copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Licensee : SHUTLER CONSULTING ENGINEERS Materials... Member Label Youngs ksi Density kcf Thermal in/degr Yield ksi Wood 1,800.00 0.035 0.000000 0.00 Wood Material Data... Wood, Not Defined, Density= 35.0pcf, FbT= 1000psi, FbC= l000psi, Fv= 1000ps1, Ft= 1000, Fc= 400psi, E Bend 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial = 1800ksi, Species= , Grade= Any, Class= 1800ksi, E BendMin XX= Member Sections... PropLabel Group Tag Material Area Depth Width lyy C6x8.2 L2x2x3/16 Pipe4STD Beams Braces Columns Steel Steel Steel 2.390 inA2 I 0.7220 inA2 I 2.960 inA2 6.0 in 2,0 in 4.50 in 1.920 in 2.0 in 4.50 in 13,10 inA4 0.2710 inA4 6.820 inA4 0.6870 inA4 0.2710 inA4 6.820 inA4 Joint Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Joint Label Load Direction Dead Roof Live Load Magnitude Live Snow Seismic Wind Earth 3 3 7 7 12 Global X Global Y Global X Global Y Global Y 0.10 0.20 0.10 1.0 2.0 1.0 0.0550 0.0550 k k k k k Stress/Strength Load Combinations ASCE 7-16 Load Combination Description Lambda 2SdLoad Combination Factors 0.*s* Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +1.40D+1.60H +1.20D+0.50Lr+1.60L+1,60H +1.20D+1,60L+0.50S+1,60H +1.20D+1.60Lr+L+1,60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+L+1,605+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0,50Lr+L+W+1.60H +1.20D+L+0.50S+W+1.60H +0.90D+W+1.60H +1.391D+L+0,20S+3.0E+1.90H +0.7090D+3.0E+0.90H 0.6 0.8 0.8 0.8 0.8 0.8 0.8 1 1 1 0.8 0.6 1.40 1.20 1.20 1.20 1.20 1.20 1,20 1,20 1.20 0,90 1.20 0,90 0.1910 -0.1910 0.50 1,60 1.60 1.60 1.60 0.50 1.0 1,0 0.50 1,0 1.0 1,0 1.60 1.60 0.50 0.20 0.50 0.50 1.0 1.0 1.0 3.0 3.0 3.0 3.0 1.60 1,60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1,90 0,90 Reaction Load Combinations ASCE 7-16 Load Combination Description Dead Load Combination Factors Roof Live Live Snow Wind Seismic Earth +D+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0,750L+0.750S+H +D+0,60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0,70E+0.60H +D+0.750L+0,750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Onlv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 0.60 1,0 1.0 0.60 1.0 1.0 1.0 1.0 0.750 0.750 0.750 0.750 0.750 1.0 0.60 0.450 0.750 0.450 0.60 0,750 0.750 1.0 1.0 0.70 0.5250 0.70 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1,0 0.60 0.60 1.0 1.0 Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: n Printed: 19 MAR 2019, 8:43AM 2-D Frame. Lic. # KW-06000346 Description : Catwalk Frame File= CALIserslAndykDOCUME-11ENERCA-11Shasta.eo5 ENERCALC,1NC. 1963-2016, Build:10.18.1213 . Licensee : SHUTLER CONSULTING ENGINEERS Deflection Load Combinations ASCE 7-16 Load Combination Description Dead Load Combination Factors Roof Live Live Snow Wind Seismic Earth +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 0.60 1,0 1,0 0.60 1.0 1.0 1.0 0.750 0.750 0.750 0.750 0.750 1.0 1.0 0.60 0,450 0.750 0.450 0.60 0.750 0.750 1.0 1.0 1.0 0,70 0.5250 0.70 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1,0 1.0 0.60 0.60 1.0 1.0 1.0 Extreme Joint Displacements Only Load Combinations giving maximum values are list Joint Label Max 1 Min 2 Max 2 Min 3 Max 3 Min 4 4 5 5 6 Max 6 Min 7 Max 7 Min 8 Max 8 Min Max Min Max Min X in oint Displace en Y in 0.0 E Only 0.0 0.1061 E Only -0.000446 +D+L+H 0.1092 E Only -0.000306 +D+L+H 0.1091 E Only -0.00030 +D+L+H +D+0. 0.0 E Only 0.0 ,750Lr+0,750L+H 0.1085 E Only -0.000239 +D+L+H 0.1091 E Only -0.000301 +D+L+H 0.1091 E Only -0.000302 +D+L+H 0.0 E Only 0.0 .0000690 E Only -0.001385 +D+L+H .000030 E Only -0.001534 +D+L+H -.0000860 +0.60D+0.60W+0.60H -0.002496 750L+0.750S+0.5250E 0.0 4.60D+0.60W+0.60H 0.0 +0+L+H 0.0 E Only -0.002766 +D+L+H 0.0 E Only -0.003073 +D+L+H 0.000224 E Only -0.002833 +D+L+H Radians .0000130 +D+L+H -0.001308 E Only 0.0 +0.60D+0.60W+0.60H -0.000330 E Only 0.0 +0.60D+0.60W+0.60H -0.000222 E Only 0.0 +0.60D+0.60W+0.60H -0.000169 E Only 0.0 +D+L+H -0.001434 E Only .0000050 +1)+L+H -0.000146 E Only .0000050 +D+L+H -.0000030 E Only .0000020 E Only -.000020 +D+L+H NW MEI 2-D Fraiiie Lic. # : KW-06000346 Description Catwalk Frame Shutler Consulting Engineers, Inc. 12503 Bet -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: ef-15 Printed: 19 MAR 2019, 8:43AM File = C:\LJserAndy\DOCUME-1\ENERCA-1Shastaec6 ecopy1ightENERCALC, INC: 1983-2018, Build10.18.12.13 , Licensee : SHUTLER CONSULTING ENGINEERS Extreme Joint Displacements On y Joint Label x in Joint Displacements Y in Radians oad Combinations giving maximum values are listed 9 10 10 11 11 12 12 13 13 Min Max Min Max Min Max Min Max Min -0.000301 0.0 E Only 0.0 40+0.750Lr+0.750L+H 0.1060 E Only -0.000101 +D+L+H 0.1091 E Only -0.000301 +D+L+H 0.1090 E Only -0.000302 +0+L+H -0.002705 +D+L+H 0.0 +D+0.750Lr+0,750L+H 0.0 E Only 0.0 +0,60D+0.60W+0.60H -.0000690 E Only 0.0 +D+L+H -.000030 E Only 0.002426 E Only -0.000214 +D+L+H .0000020 +0.600+0,60W+0.60H 0.0 +0.600+0.60W+0.60H -0.001307 E Only .0000150 +D+L+H -0.000329 E Only .0000170 +D+1.41 -0.000221 E Only .0000190 +D+L+1-1 -0.000170 E Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Label x k Y oint Reactions k k-ft 2 4 6 7 8 Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max 0.000860 +D+L+H -0.03318 E Only -.0000080 +0.60D+0.60W+0.60H -0.04366 E Only 1.101 +D+L+H -0.05504 E Only 2.199 +D+L+H .0000880 E Only WO 410-1 A-Nicil-QRS apiArbt‘l f)LATEA- Li 4 cAperc rr-Y Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 41.1111 EMI (425) 4504075 * Fax (425) 450-4076 2-D Frame Lic. # : KW-06000346 Description: twalk Frame Project Title: Engineer: Project ID: Project Descr: 5.19 Printed: 19 MAR 201 9, 8:43AM FII� C:1UsersVAndy \DOCUME-11ENERCA-1 \Shasta.ec6 Software�pyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Licensee : SHUTLER CONSULTING ENGINEERS Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Label X k Y Joint Reactions k k-ft 10 11 12 13 Min Max Min Max Min Max Min Max Min -.0000390 +0.60D+0.60W+0.60H -0.03316 E Only 0.05496 E Only .0000360 +0.60D+0,60W+0.60H Extreme Member End Forc Only Load Combinations giving mum values are listed Member Label Axial ember" I " End Forces Shear k Moment k-ft k Axial ember " J " End Forces Shear k Moment k-ft 1-2 1.721 Max 4-1.20D+0.50Lr+1.60L+1.60 1-2 -0.09419 Min +0.7090D+3.0E+0.90H 10-11 0.1655 Max +1.391 D-4.+0.20S+3.0E+1.9 10-11 .0000540 Min +0.90D+W+1.60H 11-12 -0.000536 Max +0.90D+W+1.601-1 11-12 -0.8368 Min +1.391 D+1+0.20S+3.0E+1.9 11-13 1.418 Max +1.391 D4+0.20S+3.0 E+1.9 11-13 0.000835 Min +0.90D+W+1,60H 12-13 -0.000531 Max +0.90D+W+1.601-1 12-13 -0.9021 Min +1.391D+L+0.20S+3.0E+1.9 2-3 1.939 Max +1,391D4+0.20S+3.0E+1.9 2-3 Min 0.08736 .0,90D+VV+1.50H 2-4 0.07277 Max +1.20D+0.501J+1.60L+1.60 2-4 Min 3-4 Max -1.409 +0.7090D+3.0E+0,90H 1.062 +0.70900+3.0E+0.90H 3-4 -0.05011 Min +1.20D+0.50Lr+1.60L+1.60 4-8 0.06636 Max +1.391 D4+0.20S+3.0E+1.9 0.09948 +0.7090D+3.0E+0.90H -0.001344 +1.20D+0.50Lr+1,60L+1,60 0.1002 +1.391 D+L+0.20S+3.0E+1.9 .0000590' +0.90D+W+1.60H -0.000531 +0.90D+W+1.60H -0.9021 +1.391D+L+0.20S+3.0E+1.9 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.8368 +1.391 D+L+0.20S+3.0E+1.9 0.000536 +0.90D+W+1.60H 0.05011 +1.20D+0.50Lr+1,601..+1.60 -0.8970 +0,7090D+3.0E+0,90H 0.0 +1.40 D+1.60H 0.0 +1.40D+1.60H 0.8314 +0.7090D+3.0E+0.90H -0.05043 +1,20D-Q,50Lr+1,50L+1,3 0.001028 +1.20D+0.50Lr+1.60L+1.60 0.0 +1.391D+L+0,20S +3.0E +1.9 0.0 +0.7090D+3.0E+0.90H 0.0 +0.90D+W+1.60H 0.0 +1,391D+L+0.20S+3.0E+1.9 -0.000531 +0.90D+W+1.60H -0.9021 +1.391D+L+0.20S+3.0E+1.9 0.0 +1.40D+1.60H 0.0 +1 .40D+1.60H 0.8368 +1,391 D+L+0.20S+3.0E+1.9 0.000536 +0.90D+W+1.60H 0.01210 +1.20D+0.50Lr+1.60L+1.60 -0.8953 +0,7090D+3.0E+0,90H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.001673 *0.7090n+3.0E-43.90Fi -0.03801 +1.20D+0.50Lr+1.60L+1,60 0.01241 +1.20D+0.50Lr+1.60L+1.60 0.09419 +0.7090D+3.0E+0.90H -1.721 +1,20D*0.50Lr+1.60L+1.60 -.0000540 +0.90D+w+1,60H -0.1655 +1.391D+L+0.20S +3.0E+1.9 0.8368 +1.391D+L+0.20S+3,0E +1.9 0.000536 +0.90D+W+1.60H -0.000835 +0.90D+W+1.60H -1.418 + 1,391D4+0.20S+3.0E +1.9 0.9021 +1.391 D+L+0.20S +3.0E+1.9 0.000531 +0.90D+W+1,60H, -0.08736 +0,90D+W+1.60H -1.939 . 1. 1 L+0.20S+3.0E +1.9 1.409 +0.70900+3.0E+0.90H -0.07277 +1.20D+0.50Lr+1.60L+1.60 0.05011 +1.20D+0.50lr+1.60L+1,60 -1.062 +0.7090D+3.0E+0.90H -.000070 +0.90D+W+1.60H 0.001344 +1.200+0.50Lr+1.60L+1.60 -0.09948 +0.7090D+3.0E+0.90H 0.8953 +0.7090D+3.0E+0.90H -0.01210 +1.20D+0.50Lr+1.60L+1.60 -.0000590 0.9021 +0.90D+W+1.60H +1.391 D+L+0.20S+3.0E+1.9 -0.1002 +1.39104+0.205+3.0E+1.9 0.9021 +1.391D+L+0.20S+3.0E+1.9 0.000531 +0.90D+W+1.60H 0.0 +1.40D+1.60H 0.0 +1,40D+1.60H -0.000536 +0.90D+W+1.60H -0.8368 +1.391D+L+0,20S+3,0E+1.9 0.8970 +0.7090D+3,0E+0.90H -0.05011 . +1.20D+0,50Lr+1.60L+1.60 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.05043 +1.20D+0.50Lr+1.60L+1.60 -0.8314 40.7090D+3.0E+0.901-1 0.1651 +0.7090D+3,0E+0.90H 0.000531 +0.90D+W+1.60H 0.0 +1,391D+L+0.20S+3,0E +1.9 0.0 +0.7090D+3.0E+0,90 0.0 +1.40 D+1,60 H 0.0 +1,400+1,60 H 0.0 +1.40D+1.60H 0.0 +1.400+1.60H 0.03801 1.20D+0.50Lr+1.60L+1.60 -0.001673 +0.7099D+3,0E+0,90H 0.0 +1,40D+1.60H 0.0 +1.400+1.60H 0.8297 +0.7090D+3.0E+0,90H -0.01241 +1.20D+0.50Lr+1.60L+1.60 -0.000219 +0.90D+W+1.60H Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: -10 Printed: 19 MAR 2019, 8:43AM 2-D Frame Lic. # : KW-06000346 Description: Catwalk Frame = File = ClUseislAndy1DOCUME-11ENERCA-11Shasta.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18,12.13 Licensee : SHUTLER CONSULTING ENGINEERS Extreme Momber End Forces Only Load Combination vi g maximum values are listed ber Label 4-8 Min 5-6 Max 5-6 Mill 6-7 Max 6-7 Min 6-8 Max 6-8 Min 6-9 Max 6-9 Min 7-8 Max 7-8 Min 7-9 Max 7-9 Min 9-13 Max 9-13 Min Axial k .000070 40.90D+W+1.60H 3.438 +1.20D+0,50Lr+1.60L+1.60 0.1420 +0.7090D+3.0E+0,90H 3.434 +1,20D+0.50Lr+1.60L+1.60 0.1396 +0.7090D+3,0E+0.90H 0.9307 D+L+0.20S+3.0E+1.9 0.000234 +0.90D+W+1.60H 0.001409 +1.20D+0.50Lr+1.60L+1.60 -0.9245 +0.7090D+3.0E+0.98H -.0000950 +0.90D+W+1.60H -0.5917 +1.391D+L+0.20S+3.0E+1.9 0.7534 1.391D+L+0,20S+3.0E+1.9 .0000070 +0,90D+W+1.60H 0.1002 +0.20S+3.0E+1.9 .0000590 +0,90D+W+1.601-1 Member " " End Shear k Forces Moment k-ft Axial k ember. J J " End Fo Shear k rces Moment k-ft -0.1651 +0.7090D+3.0E+0.90H 0.1311 +1.391D+1.+0.20S+3.0E+1.9 .00001 1 0 +0.90D+W+1.60H -0.000102 +0.90D+W+1.60H -1.180 +1,39104+42.20S+3.0E+1,9 0.0 +1.400+1.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.4936 +1.391D+L+0,20S+3.0E+1.9 0.000219 +0.90D+W+1.60H 0.4888 +0.70900+3,0E+0.90H -0.002024 +1.20D-.0.50Lr+1.60L+1.60 -.0000540 +0.90D+W+1.60H -0.1655 +1.391D+L+0.20S+3.0E+1.9 -0.8297 +0.7090D+3.0E+0.90H 0.0 +0.7090D+3.0E+0.90H 0.0 +1.391D+L+0.20S+3.0E+1.9 -0.000102 +0.90D+W+1.60H -1.180 +1.391D4L+0,20S+3.0E+1.9 0.0 +1.40D-0.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.4936 +1.391D+L+0.20S+3.0E+1.9 0.000219 +0.90D+W+1 .60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.002024 +1.20D+0.50Lr+1.60L+1.60 -0.4888 +0,7090D+3.0E+0.90H -0.06636 +1.391D+L+0.20S+3.0E+1.9 -0.1420 +0.7090D+3.0E+0.90H -3.438 +1.20 D+0,50Lr+1.60L+1.60 -0.1396 +0.7090D+3.0E+0.90H -3.434 +1.20 D+0.50Lr+1.60L+1.60 -0.000234 +0.90D+W+1.60H -0.9307 +1.391D+1+0.20S+3.0E+1.9 0.9245 +0.7090D+3.0E+0.90H -0.001409 +1.20D+0.50Lr+1.60L+1 .60 0.5917 +1.391D+L+0.20S+3.0E +1.9 .0000950 +0.90D+W+1.60H -.0000070 +0.90D+W+1.60H -0.7534 +1.391D+L+0.20S+3.0E+1.9 -.0000590 +0.90D+W+1.60H -0.1002 1D+L+0.20S+3.0E+1.9 -0.001028 +1.20D+0.50Lr+1.60L+1.60 -.00001 10 +0.90D+W+1.60H -0.1311 +1.3910+L+0.20S+3.0E+1.9 1.180 +1.391D+L+0,20S+3.0E+1.9 0.000102 +0,90D+W+1.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H -0.000219 +0.90D+W+1.60H -0.4936 +1.391D+L+0,20S+3.0E+1.9 0.002024 +1.200+0.50Lr+1,601+1.60 -0.4888 +0.7090D+3.0E+0.90H 0.1655 +1.391D4.+0.20S+31/E+1.9 .0000540 +0.90D+W+1.60H -0.4936 +1.391D+L+0.209+3.0E +1.9 1.180 +1.391D+L+0.20S+3.0E+1.9 0.000102 +0.90D+W+1.601-1 0.0 +1.391D+L+0.20S+3.0E+1.9 0.0 +0,7090D+3.0E+0.90H 0.0 +1,40D+1.60H 0.0 +1.40D+1,60H 0.0 +1.400+1.60H 0.0 +1,400+1.60H 0.0 +1.40D+1.60H 0.0 +1.40D+1.60H 0.4888 +0.7090D+3.0E+0.90H -0.002024 +1.20D+0.50Lr+1.60L+1.60 -0.000536 +0.90D+W+1.60H -0.8368 +1,391D+L+0,20S+3.0E+1.9 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I" Joint Moment Dist from "I" Joint Shear Dist from "I" Joint 1-2 0.09419k 0.0 ft 0.01210 k-ft 9.0ft 0.09948 k 0.0 ft Max +0.70900+3.0E+0.90H +1.20D+0.50Lr+1.60L+1.60H +0,7090D+3.0E+0.90H 1-2 -1,721 k 0.0 ft -0.8953 k-ft 9.0ft -0.001344 k 0.0 ft Min +1.20D+0.50U+1.60L+1.60H +0.7090D+3.0E+0.90H +1.20D+0.50Lr+1.60L+1.60H 10-11 -0.000670k 0.0 ft -0.000101 k-ft 1.102ft 0.1002 k 0.0 ft Max +1.20D+1.60Lr+L+1.60H +1.40D+1.60H +1.391DFL+0.20S+3,0E+1.90H 10-11 -0,1655k 0.0 ft -0.9021 k-ft 9.0ft 0.000734 k 0.0 ft Min +1.391D+L+0.20S+3.0E+1.90H +1.391D+L+0.20S+3.0E+1.90H +1,200+1.60Lr+L+1.60H 11-12 0.8368k 0,0 ft -0.000101 k-ft 0.8571f1 -0.000531 k _ . 0.0 ft Max _ +1.391D+L+0.20S+3.0E+1.90H +1.20D+1.60Lr+0.50W+1.60H +0.90D+W+1,60H 11-12 0.000536k 0.0 ft -0.9021 k-ft 0.0 ft -0.9021 k 0.0 ft Min +0.90D+W+1.60H +1.391D+L+0,20S+3,0E+1.90H +1,391D+L+0.20S+3.0E+1,90H 11-13 -0.000835k 0.0 ft 0,0 k-ft 0.0ft 0.0 k 0,0 ft Max +0.90D+W+1.60H 11-13 -1.418k 0,0 ft 0.0 k-ft 0.0ft 0.0 k 0.0 ft Min +1.391D+L+0.20S+3.0E+1.90H 12-13 0.9021k 0.0 ft 0.8368 k-ft 0.0 ft 0.8368 k 0.0 ft Max +1.391D+L+0.20S+3.0E+1,90H +1.391D+L+0,20S+3.0E+1.90H +1.391D+L+0,208+3.0E+1,90H 12-13 0.000531k 0.0 ft 0.000102 k-ft 0.877611 0.000536 k 0.0 ft Min +0.90D+W+1.60H +1.400+1.60H +0.900+W+1.60H 2-3 -0.08736k 0.0 ft 0,01210k-ft 0.0 ft 0.05011 k 0,0 ft Max +0.90D+W+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 MAR 2019, 8:43AM 2-D Frame Lic. # : KW-06000346 Description : Catwalk Frame File = SoarecopyghtENERCALC, INC. 1983-2018, Build:101-8.12.13 Licensee : SHUTLER CONSULTING ENGINEERS Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I" Joint Moment Dist from "I" Joint Shear Dist from 'IJoint 2-3 -1.939k 0.0 ft -0.8953 k-ft 0.0ft -0.8970 k 0.0 ft Min +1.391D+L+0.20S+3.0E+1.90H +0.7090D+3.0E+0.90H +0.7090D+3.0E+0,90H 2-4 1,409k 0.0 ft 0.0 k-ft 0.0ft 0.0 k 0.0 ft Max +0.7090D+3.0E+0.90H 2-4 -0.07277k 0.0 ft 0,0 k-ft 0.0 ft 0.0 k 0.0 ft Min +1.20D+0.50Lr+1.60L+1.60H 3-4 0,05011k 0.0 ft 0.01241 k-ft 1.0 ft 0.8314 k 0.0 ft Max +1.20D+0.50Lr+1.60L+1.60H +1.20D+ 0.50Lr+1. 60L+1.60H +0.7090D+3.0E+0.90H 3-4 -1.062k 0.0 ft -0.8297 k-ft 1.0 ft -0.05043 k 0.0ft Min +0.7090D+3.0E+0.90H +0.7090D+3.0E+0.90H + 1.20D+0.50Lr+1.60L+1 .60H 4-8 -0.000109 k 0.0 ft 0.4936 k-ft 8.0 ft 0.001028 k 0.0 ft Max +1.40D+1.60H +1.391D+L+0.20S+3.0E+1.90H +1.20D+0.50Lr+1.60L+1.60H 4-8 -0.06636k 0.0 ft -0.8297 k-ft 0,0 ft -0.1651 k 0,0 ft Min +1.391D+L+0.20S+3.0E+1.90H +0.7090D+3.0E+0.90H +0.7090D+3.0E+0.90H 5-6 -0.1420 k 0,0 ft -0.00010 k-ft 5.694ft 0.1311 k 0.0 ft Max +0.7090D+3.0E+0.90H +1.40D+1.60H +1.391D+L+0.20S+3.0E+1.90H 5-6 -3.438k 0.0 ft -1.180 k-ft 9,0 ft 0.000141 k 0.0 ft Min +1.20D+0.50Lr+1.60L+1.60H +1.391D+L+0.20S+3,0E+1.90H +1.20D+1.60Lr+L+1.60H 6-7 -0.1396k 0.0 ft -0.00010 k-ft 0.3673 ft -0.000102 k 0.0 ft Max +0,7090D4.3.0E+0,90H +1 .40D+1.60H +0.90D+W+1.60H 6-7 -3.434k 0,0 ft -1.180 k-ft 0.0 ft -1.180 k 0.0 ft Min +1.20D+0,50Lr+1.60L+1.60H +1.391D+L+0.20S+3.0E+1.90H +1.391D+L+0.20S+3.0E+1.90H 6-8 -0.000234k 0.0 ft 0,0 k-ft 0.0 ft 0.0 k 0.0 ft Max +0.90D+W+1.60H 6-8 -0.9307k 0.0 ft 0.0 k-ft 0.0 ft 0.0 k 0.0 ft Min +1.391D+L+0.20S+3.0E+1.90H 6-9 0.9245 k 0.0 ft 0.0 k-ft 0,0 ft 0.0 k 0.0 ft Max +0.7090D+3,0E+0.90H 6-9 -0,001409k 0.0 ft 0.0 k-ft 0.0 ft 0.0 k 0,0 ft Min +1.20D+0.50Lr+1.60L+1.60H 7-8 0.5917k 0,0 ft 0.4936 k-ft 0.0 ft 0.4936 k 0.0 ft Max +1.391D+L+0.20S+3.0E+1.90H +1.391D+L+0.20S+3,0E+1.90H +1.391D+ L+0.20S+3.0E+1 .90H 7-8 0.000127k 0.0 ft 0.000101 k-ft 0.6531ft 0.000219 k 0.0 ft Min +1.20D+1.60Lr+0.50W+1,60H +1.200+1.60Lr+0.50W+1.60H +0.90D+W+1.60H 7-9 -0.000132k 0,0 ft 0.002024 k-ft 1,0 ft 0.4888 k 0.0 ft Max +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +0.7090D+3.0E+0,90H 7-9 -0.7534 k 0.0 ft -0.4888 k-ft 1.0f1 -0.002024 k 0.0 ft Min +1.3910+L+0.20S+3.0E+1.90H +0.7090D+3,0E+0.90H +1.20D+0.50Lr+1.60L+1.60H 9-13 -0.000734 k 0.0 ft 0.8368 k-ft 8.0 ft -0.000670 k 0.0 ft Max +1.20041.60Lr+L+1.60H +1.391 D+L+0.20S+3.0E+1.90H +1.20D+1.60Lr+L+1.60H 9-13 -0.1002k 0.0 ft -0.4888 k-ft 0.0 ft -0.1655 k 0.0 ft Min +1.391D+L+0.20S+3.0E+1.90H +0.7090D+3.0E+0.90H +1.391D+L+0.20S+3.0E+1.90H Member Stress Checks... Stress Checks perAISC 360-10 & NDS 2012 Member Label Section Label Material Max. Axial Bending Stress Ratios Load Combination Ratio Status Dist (ft) Max. Shear Stress Ratios Load Combination Ratio Status Dist (ft) 1-2 10-11 11-12 11-13 12-13 2-3 2-4 3-4 4-8 5-6 6-7 6-8 Columns Columns Columns Braces Beams Columns Braces Beams Beams Columns Columns Braces Stee Stee Stee Stee Stee Stee Stee Stee Stee Stee Stee Stee +1.391D+L.0.20S+3.0E.1.9 + 1.391 D+L+0.20S+3. 0E+1 .9 + 1.391 D+L+0,20S+3.0E+1.9 Angle, Do Hand Calc Error : rts <= 0 +1.391D+L+0.20S+3.0E+1.9 Angle, Do Hand Calc Error rts <= 0 Error: ds <= 0 +1.391 D+L+0.20S+3.0E+1.9 +1.391 D+L+0.20S +3.0E+1.9 Angle, Do Hand Calc 0.064 0.060 0.063 99.000 0.000 0.066 99.000 0.000 0.000 0.090 0.086 99.000 PASS PASS PASS Ratio > 1. No Stress PASS Ratio > 1. No Stress No Stress PASS PASS Ratio > 1. 9.00 9.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 9.00 0,00 0.00 +0.7090D+3.0E+0.90H +1.391 D+L+0,20S+3.0E+1.9 +1.391D+L+0.20S+3.0E+1.9 Angle, Do Hand Calc N/A +0.7090D+3.0E+0,90H Angle, Do Hand Calc N/A N/A +1.391 D+L+0.20S +3.0E+1.9 +1.391 D+L+0.20S+3.0E+1.9 Angle, Do Hand Cc 0.003 0.003 0.027 99.000 0.000 0.027 99.000 0.000 0.000 0.004 0.035 99.000 PASS PASS PASS Ratio > 1. PASS PASS Ratio > 1. PASS PASS PASS PASS Ratio > 1. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 111. SHUTLER _IN- CONSULTING -_mum ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 P, TFo - M JOB 5 4'hot PC T SHEET NO. ° - OF CALCULATED BY . 4 /11 DATE SCALE "K w 4 Ali INN SHUTLER MIN= CONSULTING MINIFM ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 51-i-tkr11 - SHEET NO. OF CALCULATED BY Alk- DATE ObiCA jR019 SCALE •,` 84 • 15 51) 0 eg0 Shutler Consulting Engineers, Inc. 2503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: - 9 Printed: 19 JUN 2019, 11:08AM Steel Beam Lic. : KW-06000346 Description : Afrveyor Beam CODE REFERENCES File = DILIsers\AndyIDOCUME-1\ENERCA-11Shasta.ec6 . Software copyright ENERCALCr INC. 1983-2018, Build:10.1812,13 . Licensee : SHUTLER CONSULTING ENGINEERS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Span = 8.50 ft Applied Loads Beam self weight NOT intemally calculated and added Uniform Load: D = 0.110 kik Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.135: 1 C6x8.2 0.993 k-ft 7.348 k-ft +D+H 4.250ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0.000 In Ratio = 0.034 in Ratio = 0.000 in Ratio = 0 <360 0 <360 2986 >=240 0 <240 Design OK 0.022 : 1 C6x8.2 0.4675 k 21.557 k +D+H 0.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only Vertical Reactions 0.0342 4.274 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MiNimum +D+H +D+1..r+H +D+S+H +D+0.750Lr+0.750L+H +0+0,750L+0.750S+H +D+0.60W+H +D+0,750Lr+0.450W+H +0+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0,70E+0.6011 +D+0,750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only 0.468 0.281 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.281 0.468 0.468 0.281 0.468 0.468 0.281 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.281 0.468 0.468 0.281 0.468 Shutter Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 JUN 2019, 11:07AM Steel Beam Lic. #: KW-06000346 Description: -None- CODE REFERENCES F1lezICAUserslAndy1DOCUME711ENERCA-11Shasta.ec6 hI ENERCALC, INC. 1 ,Build.10.18.12.1 Licensee : SHUT ER CONSULTING ENGINEERS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Span = 8.50 ft Applied Loads Beam self weight NOT intemally calculated and added Uniform Load : D = 0.110 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.047: 1 HSS6x4x1/4 0.993 k-ft 21.282 k-ft +0+H 4.250ft Span # 1 0.000 in 0.000 in 0.021 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 0 <360 0 <360 4763 >=240 0 <240 Design OK 0.011 : 1 HSS6x4x1/4 0.4675 k 44.376 k +D+H 0.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only Vertical Reactions 0.0214 4.274 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0,750Lr+0.750L+H +D+0,750L+0.750S+H +0+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0,450W+H +0.60D+0.60W+0.60H +0+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only 0.468 0.281 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.468 0.281 0.468 0.468 0.281 0.468 0.468 0.281 0.468 0.468 0.468 0.468 0,468 0.468 0.468 0.468 0.468 0.281 0.468 0.468 0.281 0.468 Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 JUN 2019, 11:10AM Steel bean.' Lic. #: KW-06000346 Description : Edge Beam CODE REFERENCES • Ale = CAUserslAndADOCUME-11ENERCA-11Shasta.ec6 . opyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : SHUTLER CONSULTING ENGINEERS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending •Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.2350 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations, Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.078: 1 Max HSS6x4x1/4 1.652 k-ft 21.282 k-ft +D+H 3.750ft Span # 1 0.000 in Ratio = 0.000 in Ratio = 0.028 in Ratio = 0.000 in Ratio = um Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0 <360 0 <360 3246 >=240 0 <240 Design OK 0.020 : 1 HSS6x4x1/4 0.8813 k 44.376 k +D+H 0.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only Vertical Reactions 0,0277 3.771 Support notation Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +040.750Lr40.750L+H +D+0.750L+0.750S+H +0+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W41 +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0,60D+0.70E+H D Only Lr Only L Only S Only 0.881 0.529 0.881 0.881 0.881 0.881 0.881 0.881 0.881 0,881 0.881 0.529 0.881 0.881 0.529 0.881 0,881 0.529 0.881 0.881 0.881 0.881 0.881 0.881 0.881 0.881 0.881 0.529 0.881 0.881 0.529 0.881 Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 IMF MI. II= (425) 450-4075* Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 JUN 2019, 11:11AM Sioej 000-01• Lic. # : K -06000346 Description : Airveyor and Similar Columns Code References File = CAUserslAndy1DOCUME-1kENERCA-1\Shasta.m8 opyright ENERCALC, INC. 1983-2018; Build:10,18.1213 Licensee : SHUTLER CONSULTING ENGINEERS Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS4x4x1/4 Analysis Method Steel Stress Grade Fy Steel Yield E : Elastic Bending Modulus Allowable Strength 50 ksi 29,000.0 ksi Applied Loads Column self weight included : 122.10 Ibs Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.8850 k DESIGN SUMMARY Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 10.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max,above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Steel Section Properties : FISS4x4x1I4 0.01574 :1 Maximum Load Reactions .. +D+H Top along X-X 0.0 ft Bottom along X-X Top along Y-Y 1.007 k Bottom along Y-Y 63.969 k 0.0 k-ft 11.702 k-ft 0.0 k-ft 11.702 k-ft 0.0 : 1 0.0 ft 0.0 k 0.0 k Maximum Load Deflections ... Along Y-Y 0.0 in for load combination Along X-X 0.0 in for load combination : 0.0 k 0.0 k 0.0 k 0.0 k at 0.0ft above base at 0.0ft above base Depth Design Thick Width Wall Thick Area Weight 4.000 in 0.233 in 4.000 in 0.250 in 3.370 inA2 12.210 pif Ycg = 0.000 in I )c( S xx R )3( Zx I yy S yy R yy 7.80 inkl 3.90 inA3 1.520 in 4.690 inA3 7,800 inA4 3.900 inA3 1,520 in 12.800 in"4 6.560 inA3 __ SHUTLER _1111- CONSULTING iir_ME ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB f STF} TI SHEET NO. CALCULATED BY DATE Qb f 0 Akt aol OF SCALE Shutler Consulting Engineers, Inc. 2503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 JUN 2019, 11:16AM 2-D Frain Lic. # : KW-06000346 Description: Airveyor Transverse Ale = C:1UserslAndy\DOCUME-11ENERCA-41Shastaec6 . Software copyright ENERCALC, INC.1983.2018, Buid:10.16.1213 Licensee : SHUTLER CONSULTING ENGINEERS Joints... Joint Label Joint Coordinates ft9FF X ft X Translational Restraint Y Translational Restraint Z Rotational Restraint Joint Temp e 1 2 3 4 0.0 0,0 8.50 8.50 0.0 10.0 10.0 0.0 Fixed Fixed Fixed Fixed 0 0 0 0 embers.. Member Label 12 23 34 Property Label Column Beam Column Endpoint Joints I Joint J Joint 1 2 2 3 3 4 Member Length 10.000 8.500 10.000 Releases S I End x y Fixed Fixed Fixed Fixed Fixed Fixed cify Connectivity o z (rotation) Fixed Fixed Fixed x Fixed Fixed Fixed ember Ends to Join J End y Fixed Fixed Fixed z (rotation) Fixed Fixed Fixed Member Stress Check Data... Member Label Unbraced Lengths Lu : z ft Lu : y Slenderness Factors K : z K : y AISC Bending & Stability Factors Cm Cb 12 23 34 10.000 8.500 10.000 10.000 8.500 10.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.000 1,000 1.000 1,000 1.000 Materials... Member Label Youngs ksi Density kcf Thermal in/degr Yield ksi Default Steel Wood 1.00 29,000.00 1,800.00 0.000 0.490 0,035 0.000000 0.000007 0.000000 1.00 50.00 0.00 Wood Material Data... Wood, Not Defined, Density= 35.0pcf, FbT=1000psi, FbC=1000psi, Fv=1000psi, Ft=1000, Fc= 400psi, E Bend XX=1800ksi, E BendMin XX= 1800ksi, E Bony YY=1800ksi, E BendMin YY=1800ksi, E Axial=1800ksi, Species= , Grade= Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width HSS4x4x1/4 HSS6x4x1/4 Column Beam Steel Steel 3.370 inA2 4.30 in^2 4.0 in 6.0 in 4,0 in 4.0 in 7.80 in^4 20.90 inA4 7.80 in^4 11.10 in^4 oint Loads Note: Loads labeled "Global Y" act downward (in "-Y" direction) Joint Label Load Direction Dead Roof Liv Load Magnitude Live Snow Seismic Wind Earth 2 2 3 3 Global X Global Y Global Y Global X 0.8850 0.8850 0.20 0.20 k k k k StresslStrength Load Combinations ASCE 7-16 Load Combination Description Cd 0.2*Sds* Dead Seismic Load Combination Factors Roof Live Live Snow Wind Seismic Rho Earth +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H 0.9 1 1.25 1.15 1.25 1.15 1.6 1.6 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.750 0.750 0.750 0.750 0.750 0.60 0.450 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 MI\ nEwl•••••=1 Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 Mr MEI= (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: S-30 Project ID: Project Descr: Printed: 19 JUN 2019, 11:16AM 2-D Frame Lic. # : KW-06000346 Description : Airveyor Transverse File- CAUsers1Andy1D0CUME-11ENERCA-1\Shasta.ec6 Sofiwarecopyi19ht ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : SHUTLER CONSULTING ENGINEERS Stress/Strength Load Combinations Load Combination Description Cd ASCE 7-16 0.2*Sds* Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth Load Combination Factors +D+0.750S+0.450W+H +0.60D+0.60VV+0.60H +D+0.70E+0,60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H 1.6 1.6 0.9 1.15 0.9 1.0 0.60 1.0 t 0 0.60 0.750 0.450 0.60 0.750 0.750 0.70 0.5250 0.70 1.0 0,60 0.60 1.0 1.0 Reaction Load Combinations ASCE 7-16 Load Combination Description Dead Load Combination'Factors Roof Live Live Snow Wind Seismic Earth +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0,750L+H +D+0,750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H -1-D+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.60 1.0 1,0 0.60 1.0 1.0 1.0 0.750 0.750 0.750 0.750 0.750 1,0 1.0 0.60 0.450 0,750 0.450 0.60 0.750 0.750 1.0 1.0 1.0 0.70 0,5250 0.70 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.60 0.60 1.0 1.0 1.0 Shutler Consulting Engineers, Inc. -.-- 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 " Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 JUN 2019, 11:16AM 2-D Frame Lic. # : KW-06000346 Description : Airveyor Transverse File = CAUserslAndyIDOUME-1 \ENERCA-tk,Shasta.m6 . Software copright ENERCALC, INC. 1983-2016, Build:10.18.12.13 . Licensee : SHUTLER CONSULTING ENGINEERS Deflection Load Combinations ASCE 7-16 Load Combination Description Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth +D+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.60D+0.60VV+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 0.60 1.0 1.0 0.60 1.0 1.0 1.0 0.750 0.750 0.750 0.750 1.0 tO 0.750 0.750 0.750 0.750 1.0 1.0 0.60 0.450 0.450 0.60 1.0 0.70 0.5250 0.70 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.60 0,60 1.0 1.0 1.0 Extreme Joint Displacements On y Load Combinations giving maximum values are listed Joint Label X in Joint Displacements Y in Radians 1 2 2 3 3 4 4 Max 0.0 E Only 0.0 Min .750L-i07506+0.5250E 0.5914 Max E Only 0.3105 .750L-47506.0.5250E 0.5914 E Only 0.3105 .0.750L+0.750S+0.5250E 0.0 E Only 0.0 .750L+0.7500.0.5250E Min Max Min Max 0.0 -0.003702 E Only +D-i-0.750L+0.750S+0.5250E 0.0 -0.007051 +041 E Only 0.000578 -0.000359 E Only +D+0.750L.0.750S+0.5250E -0.001087 -0,000684 +D+H E Only -0.000578 -0.000359 E Only +D*0.750L+0.7500+0.5250E -0.001491 -0.000684 *D+0.70E+0.60H E Only 0.0 -0.003702 E Only 40.0.750L+0,750S40.5250E 0.0 -0.007051 +0+0.70E40,60H E Only Extreme Joint Reactions Only Load Combinations giving maximum values are li Joint Label X k Y Joint Reactions k k-ft 2 Max Min Max Min Max Min -0.1050 .750L .750S+0.5250E -0.20 E Only 0.8850 -0.4706 E Only 111111111 Shutler Consulting Engineers, Inc. 2503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 19 JUN 2019, 11:16AM 2-D Frame Lic. # : KW-06000346 Description Airveyor Transverse File ,i0.1UserslAndy1DOCUME-11ENERCA-UShastii.ec6 Software copyright ENERCALC, NC. 1983-2016, Build:10.18.12.13 . Licensee : SHUTLER CONSULTING ENGINEERS Extreme Joint Reactions Only Load Combinations giving maximum values are Iisted Joint Label X k Y oint Reactions k k-ft Max Min -0.1050 .7 L+0,750S+0,5250E -0.20 E Only 1.214 +0+0.70E+0.60H 0.4706 E Only Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label Axial k Member" I" End Forces Shear k Moment k-ft Axial k Member" J " End Forces Shear k Moment k-ft 12 Max 12 Min 23 Max 23 Min 34 Max 34 Min 0.8850 DH 0.2016 *0.60D+0,70E+H 0.0 +D+0.70E+0.60H 0.0 +D+H 1.214 +0+0.70E+0.60H 0.5310 +0.60D+0.60W+0.60H 0.140 +D+0.70E+0.60H 0.0 +0.60D+0.60W+0.60H 0.0 +D+H -0.3294 +D+0.70E+0.60H 0.140 +0+0.70E+0,60H 0.0 +0.60D+0.60W+0.60H 0.0 +D+0.70E+0.60H 0.0 +D+H 0.0 +D+H -1.40 +0+0.70E+0.60H 1.40 +D+0.70E+0.60H 0.0 +0.60D+0.60W+0.60H -0.2016 +0.60D+0.70E+H -0.8850 +D+H 0.0 +D+H 0.0 +D+0.70E+0.60H -0.5310 460D+0.60W+0.60H -1.214 +D+0.70E+0.60H 0.0 +0.60D+0.60W+0.60H -0.140 +D+0.70E+0.60H 0.3294 +D+0.70E+0.60H 0.0 +D+H 0.0 +0.60D+0.60W+0.60H -0.140 +D+0.70E+0.60H 1.40 +D+0.70E+0.60H 0.0 40.60D+0.60W+0,60H 0.0 +D+H -1.40 +D+0.70E+0.60H 0.0 +D+0.70E+0.60H 0.0 +041 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr abe Axial Dist from "I" Joint oment Dist from "I' Joinl Shear Dist from "I" Joint 12 Max 12 Min 23 Max 23 Min 34 Max 34 Min -0,2016k 0.0 ft +0.60D+0,70E+H -0.8850k 0.0 ft +D+H 0.0k 0.0 ft 0.0k 0.0 ft -0,5310k 0.0 ft +0.600+0.60W+0.60H -1.214k 0.0 ft +D+0,70E+0.60H -0.02143 k-ft 0.2041ft +D+0.750L+0.750S+0.5250E+H -1.40 k-ft 10.0ft +0+0.70E+0.60H 1.40 k-ft 8.50ft +0.600+0.70E+ H -1.40 k-ft 0.0ft + D+0.70E+0.60H 1.40 k-ft 0.0ft +D+0.70E+0.60H 0.02143 k-ft 9.796ft +D+0.750L+0.750S+0.5250E+H 0.140 k 0.0 ft +D+0,70E+0.60H 0.1050 k 0.0 ft +D+0.750L+0.750S+0.5250E+H -0.2471 k 0.0 ft +D+0.750L+0.750S+0.5250E+H -0.3294 k 0.0 ft +D+ 0.70E+0.60H 0.140 k 0.0 ft +D+0.70E+0.60H 0.1050 k 0.0 ft +D+0.750L+0.750S+0.5250E+H Member Stress Checks... Stress Checks per AISC 360-10 & NOS 2012 Member Label Section Label Material Max. Axial + Bending Stress Ratios Load Combination Ratio Status Dist (ft) Max. Shear Stress Ratios Load Combination Ratio Status Dist (ft) 12 23 34 Column Beam Column Stee Stee Stee +D+0.70E+0.60H +D.0.70E+0.60H +D+0.70E+0,60H 0.124 0.066 0.129 PASS PASS PASS 10.00 0.00 0.00 +D+0.70E+0.60H +D+0.70E+0.60H -0+0.70E+0.60H 0.005 0.007 0.005 PASS PASS PASS 0.00 0.00 0.00 ANN MI II Shutter Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: 2-D Frame Lic. # : KW-06000346 Description : Airveyor Transverse Printed: 19 JUN 2019, 11:16AM File = CaUsers.Andy\DOCUME-11ENERCA-11Shasta.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : SHUTLER CONSULTING ENGINEERS 1111.11 SHUTLER JOB 30-SMA- EMI CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 SHEET NO 5- $4 CALCULATED BY A 4 DATE Li aq )11 SCALE OF 11111 11 111111111111111111111 IIIIMINIMIN111111111111 mom ii10 immitimm...summomi III! N I mmummimmom mummomm mommum mimmommommommumm idirmonwirmi ......... . ... ..... ,.... i .,... .. 1 . .... .... .... .. . : ,,, ,......... .. FLIAIRE ............... IMIIIIIIEM liEllEre 111111111111111111111M quitom -4 - • E. i„„., iii IIIIIIMMIL 11 11111111111"1111 M III111111111111 IIIIIIII www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Profis Anchor 2.8.0 Page: 1. Project Sub -Project I Pos. No.: Date: 4/24/2019 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth; her = 3.250 in., hnm = 3.625 in. Material: Carbon Steel Evaluation Service Report ESR-1917 Issued I Valid: 4/1/2018 1 5/1/2019 Proof. Design method ACI 318 / AC193 Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: I x I x t = 9.000 in. x 9.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Round HSS, Steel pipe (AISC); (L x IN x T) = 4.500 in. x 4.500 in. x 0.337 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6,000 in. 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) no R - The anchor calculation is based on a rigid baseplate assumption. Geometry [in.] & Loading [Ib, in.Ib] s- X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hai AG, FL-9494 Schaan HIIO IS a registered Trademark of HIM AG, Schaan wyv.hIlti.us Company: Specifier. Address: Phone I Fax: E-Mail: 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 1,792 1,792 0 2 0 1,792 1,792 0 3 0 1,792 1,792 0 max. concrete compressive strain: - [Ted 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 rigid baseplate. 3 Tension load Load N„,, [lb] Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.8.0 2 4/24/2019 Capacity 4, Nr, [lb] Utilization 13N = N./4) N„ Status Steel Strength* Pullout Strength* Concrete Breakout Strength** * anchor having the highest loading N/A N/A N/A **anchor group (anchors in tension) N/A N/A N/A N/A N/A N/A N/A N/A N/A Input data and results must be checked for agreement with the foisting conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schoen Hilt Is a registered Trademark of Hilt( AG, Schoen 5 -37 LALILaid www.hiltLus Profis Anchor 2.8.0 Company: Specifier Address: Phone I Fax: E-Mail: Page: 3 Project: Sub -Project I Pos. No.: Date: 4/24/2019 4 Shear load Load V,„, [lb] Capacity 4) Vn [Ib] Utilization pv = Vuni,Vn Status Steel Strength* 1,792 3,572 51 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 5,375 14,484 38 OK Concrete edge failure in direction ** N/A N/A N/A N/A anchor having the highest loading "'anchor group (relevant anchors) 4.1 Steel Strength V50 = ESR value Voteel Vue Variables &ey refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-2) f.t. [psi] 0.10 Calculations V. [lb] 5,495 Results V. [lb] 5,495 106,000 steel 0.650 4' V. [lb] 3,572 4.2 Pryout Strength \I`g k`P RAt Vog VW' At. see ACI 318-08, Part D.5.2.1, Fig, RD.5.2.1(b) At.° = 9 h!t 1 tl/ ec,N W,N 0.7 + O. 41 eR Nb Variables kcp 2 het C CSC ?!. hlei5 het [in.) 3.250 eei,N [in.] 0.000 c,N Cac [in.] 1.000 7.500 17 Calculations ANc [in.2] 197.48 Results V.., [Ib] 20,691 At.4.0[in.2] 95.06 e concrete 0.700 41 ecl,N 1.000 (I) Vc.„ [Ib] 14,484 V. [lb] 1,792 ACI 318-08 Eq. (0-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2.N [iri 0.000 tV ecZN 1.000 V.. [Ib] 5,375 camin [h] 00 f[psi] 2,500 41 ed,N 1.000 ‘11 cp.N 1.000 Nb [Ib] 4,980 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilaus Profis Anchor 2.8.0 Company: Page: Specifier. Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E-Mail: 4 4/24/2019 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 base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The ' factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • 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! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hai AG, FL-9494 Schwan Hitti is a registered Trademark of Hilti AG, Schaan vT,..T,LTT,,T, 1 rN, e'„wrE'r ARE 021 rPC.0:10 ,Es, TIRE TATTZTRNf, PALLET 515 00 m000liE 02.NTvEYOR TREY ARC NECITEEMT 76 RKEET IRE CANT? TTFIGH OuTIM 2 541,21 SLACKS 10 OE RLTAIR 10 viro 1. 3 SO4P06I$ AK HANGERS ERR ITIL TylEu 0Ei! koc 70 0E mom By 4. RTE SIRE GVTEES ON THE TNrELD 200 401: 4' A054:0110 so 1101 111 CARI-GNS ERE 00E4E020 ON !St EEVER ITV RF "RTE USINE 5 RECCRATEARFTE PLATA EITE4AT0N TS 7-1' FIRS FTER TI51G07. 6 FORE NUIRRS RELATE TR Aim NiTuRTRS ON SRTRINT RI 52 RAIERALS /. mis FOR NONCE ARE 3ASI0 ON cASfS RsoiC DEENWEC 10 NE NECH'NE MN 10 BACK YEE° pas oRTIS PROM() FR INIETITGPAIFO V 'WEER 6EE1 ROTOR TTO RE CONOVTE) EfT OSITTATTER OT1 REGTRICAL DROP 171620110 460Y, 3P80, RORI —111111MISITIRP". 4' 8 1/2' 12,DROP isms; 3/4 kirlosa. 3 ON 28475561 KOOK 801 64N OPERATORS CONTROLS STARER (NEAR SIDE) 1114 oRT PALLETiZER SPECTICAVJNS. 0051001:9:147577 vo,aas NIATIONT 324a 440/55 SERIA, 01-A-15-74cil,29 CUSTOMER P.O. 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YELLOW SAFETY FENCING WRH BLACK MESH, WRAP SPECIFICATION: 2" FROM TOP OF ROLLER, RIAR A SCWE1:15 u171,':7[TI',I JI on',.`Y(�I' o ©IIU .a' Ms 01 610001624 61Ku161511 6RfOhOW06 2101 IA ff Ia116 PRE E L1B[ IN WCRI Ii6.6 16110 WPC 6R RO Cif SLIA7 2,5 RAIEA I SIDE FLIER-RECIAIOR Wit G413-1 • I5 - P641 RIDS - SC1151501- I➢f-014 -31 PR-. buu1-t11 -U1 113'-32 BI-6H-BC11.1 -20B-1.6-114 LEG 616X"11 CIO KR 17 61161ES 57-I36=ll-50-50-I.S-ISO 57.60-35-50-60-1-160 -COO 1DGR 10 CW - PREY E1- SB011" IXI 25 p 615RN00210 p °� 29 •6YB0E006R5 0 {'' t 70 06r1IIn4; ©m S10EOSOETY:r'I'6SSY ®0 6lOOM0362 01 ''1 EMIR ! tRNWn2 ©yg1!11 ©© sm1555 IlmomfooMINNINI ____ 36 p ri 02125 p,�AI I142atturi 35 ©I AODON Di T>. Y lrimmomei 31 1 L9t (I ln Da E BMA 00 O[000000f0 Dal BECI000 B0M SVETY JRY MPH NR 16 R1-1-70-3Eff -- 1-30-35RW 30 CM Y, -14-70- - IJ " WOES DEW. C SOLE 1: 15 SO 150216-I Shaslc Bream 7016-07-1 Wulflec# WCRT0200-01954 LAYER/ LOAD 10 LAYER SIZE 48-3/4 x 37-1/2 48-1/8 X 37-1/2 PALL SIZE 484405-1/2 CLIA METER SPEED (PPM) 66 66 INFEED ELEVATION -= 112-1 /2" DISCHARGE ELEVATION = 24 T.0,R DESIGN SPEEDS FEET PER MIN. HP MDR VFD BRAKE ITEM F.P.M. INFEED/SPACER BELT 71/213 1 BAL Y FORCE CASE TURNERTR-OW FORMER 230/162 0 BAL Y ROW PT( -HER BAR 186 1.5 BAL Y NEXEN LAYER PUSHER BAR ... I,p 1.5 BAL 04 NEXEN 5Y6tiATILE 134 1 BAL 04 APRON 116 1.5 BAL N NEXEN HOLST-Tral SPEED 10 DAt Y NEXEN PALLET CHAINS 60 1.5 BAL Y - 0 0 111411 .0 4pi no • k I l'Illi111111(1/11 717: IX 6 PATTERN NUMBER 1 2 PRODUCT DATA 24/12 0 24/16 02 PATTERN #1 10J PATTERN #2 108 CASE DMIPOSI 16,25 16.25 NOTE ALL PATTERN GAPS MAY OR MAY NOT REFORMED AS REPRESENTED 10,63 10.63 44110111/1W, KW* GENERAL NOTES: I. BUBBLE NUMBERS RELATE TO MARK NUMBERS ON SHIPPING BILL OF MATERRI. Fi 5,25 6,38 CPO CASES/ LAYER 47 47 10 PP 891 SPECIFICATIONS FOR PALI CUSTOMER: SHASTA BEVERAGES LOCATION: TUKWILA, WA MACHINE S.N.: 01-A:18-14089,28 CUSTOMER P.O. NO.: 01k230 1 ELECTRICAL SERVICE: 460 VOLTS / 3 PH, / 60 H2. PROGRAMMABLE CONTROLLER: COMPACTLOGIX L33ERMS PNEUMATIC SERVICE: I cFM 083 PSI PAIFTT: INELUGRATED GRAYS 000031E0 & 00003121 MOTORS: BALDOR REDUCERS: DODGE MAX WEIGHT FOR A LAYER OF PRODUCT 5531E1S. MAX WEIGHT FOR A FULL LOAD OF PRODUCT 3000 LBS. MAX. REACTIVE LOADING AT ANY PIER GOBS, MAX, WEIGHT FOR MAIN1mACHINE AT SHIPPING 19500 LBS. CUSTOMER'S RECEIVING DOOR SIZE: "W"= 101 (120"J 1-1". 1121(1441 ANCHOR MACHINE AND FLOOR MOUNTED ACCESSORIES WITH H)LTI KWIK BOLT TZ CARBON STEEL WEDGE ANCHORS I /7 x 5-1/7 LONG INSTALL PER ICC-ESR 191 AND MANUFACTURER'S INSTRUCTIONS PROVIDE MINIMUM 3-1/4" EMBEDMENT IN 6' THICK fc 3,OT P51 CONCRETE SLAB 0 o PI.W MEW Poo 711E mum) 01,01011 YRW (SEE 11101 01E100M N/4 9040 Mat A E of®mrn moue rdrtR •,n 1.1 t Ain 11 MI 4010M- mma910011110M9 Otte NeCN{AAEAMIOMYPA16mEIENOMWERORO GBO1000111950 NOI9u PR0.EL111R MAMA AM 1AMN Nml 1Na 153E; N0[ OM119TMINS19LNOffNED N >'�N�615NAMEEESoA011.1 10 WEDI) PPE METERS MyP10P1 119' VIE 41.1 (11 MO BILL OP 141E101. id art } I NItl•Olmrb auras ➢O9-titre m lfml ¢1.1'9W m9 VY+ M. I I SOm 000 • im 1A M1 Wa 1111EIML WO A Off to a 1 m-E-rr,Na❑100411 row- rcoma mff•fiffifffiffffffulh WO1.1R off, Ad Au•P'S001,030 mtlt.rRN Op-rMqu Nr. 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V001 W MIM10(11 wiFlWl LmR1W 01,0,CIONt01(W00FAtaiM Et01110 3,11W COOApAOM1001ANCit1IMMI9N1cM M9¢SMItARVO1 ANrI1OCP�01010010 OIMR 4RrraglIMill MAOWIOWYPff0010 0fft he MAW011 EE100011M V'MEMOgMMUmloKlpm' tom A4 r scow 00Miti PORons0110.00.WnWPNCR OIMEWVYEMIINVADP6AOAND 1N00OU M101011 00MW0M 06011 411001M6f0 0Pem1E0100030WINEWN4011NIE010100,11000WERW Or 110 W111AMNOr1,100E010 NPIACE tl191luttli p19MIlMTIPMACEA 1111WO01100J EOMMOW Mt it mg SE NW Wu OIW AW 90000 Pute 1' Mt O Ln INSIDE OF BO10i1 IIEAD TO BE AN A KU- inn A PPR6C001 TOM Pr1RE 1Wm Pali 1N1pptlltpp ppt�yy1'1'1pp1pp�•M1,�VVkV. Iq mWAmEALY 1�•A Mr/AV"' ItW • M7 waoMaee.A IL1 wur.q TA H AMV0WVm01EAONC01 OAAMOI MOAOWEMLnIRA 0E1W0 W0OWW0mPAN mN0 G,4 MOMOYA919AWate MAi19 pMmIA1NMmM009GMOWNE MOI$4 $.11.9 •anA.A NAq 00/10O10a0•04.0 NeTEWem MY41NV M1WAtiWEW 0CNF11 BZA88PROC U SrSFEMS EE .14.1,1411,114 affa Or al A aBRIWN1 OEI 110:00WaM0 W.gaM,110 N7 oa."Ei l9a � A.Io1nIpW A 101..1 IaAI 2,00 001/1 MP VW Aa9ENBI1 OREW+IC 1/15.1'1 EOW106OI r1 11.1 City of Tukwila Department of Community Development 2/9/2021 KHANH NGUYEN 8333 38 AVE S SEATTLE, WA 98118 RE: Permit No. M19-0077 TRAN RESIDENCE 12058 42 AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director 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 3/21/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https://tukw-egov.aspgov.com/BP/index.html 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 f 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 3/21/2021, 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, Laurie Werle Permit Technician File No: M19-0077 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director February 5, 2020 David Kehle 1916 Bonair Dr SW Seattle WA 98116 Request for Permit Extension Mechanical Permit M19-0086 Shasta Beverages, Inc. — Can Line 2 —1227 Andover Park E Dear Mr. Kehle, This letter is in response to your written request for an extension of permit number M19-0086 received in our office on January 15, 2020. It has been determined that the City of Tukwila Building Department does not need to extend the permit at this time as an inspection was requested on January 17, 2020 and performed on January 21, 2020. Based on the inspector's report, this inspection automatically extends the permit 180 days. The new expiration date is July 25, 2020. If you have any concerns or questions, feel free to contact me in the permit center at 206 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. M19-0086 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov david keh e • January 15, 2020 Request for Permits..ektension # Current Expiration Date: Extension Request: i Approved for —1 Denied (provide explanation) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Jerry Hight 1 days Signature - 'Oak RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 RECEIVED Tenant Improvement CITY OF TUK\V1LA Permit Extension EL19-0449 Glycol Room Permit Extension M19-0010 Glycol Room Permit Extension M19-0086 Can Line 2 Permit Extension PG19-0114 Water Main Rev. Dear Mr. Hight, JAN 1 5 70711 PERMIT CENTER I am in receipt of letters from Bill Rambo, permit tech, that the above permits will be expiring soon. I am asking for an extension to these permits for the following reasons: 1. There are ongoing owner revisions due to construction inadequacies that need to be resolved and correction comments from Fire will impact the permits. Glycol Room has had a revision resubmittal and has not been re approved. 2. The Can Line 2 and Water Main inspection was dropped by Shasta due to a personnel change recently impacting call for inspections. 3. There are sequences of projects that need to be completed prior to having final inspections occur due to limitations on space in the facility (ie build this first and then build the next which takes longer to complete). This has impacted the Can Line 2 and Water Main Revision construction and therefore there was nothing to inspect. Can Line 2 can have inspections called for now. 4. There are on going City concerns that are being addressed delaying construction and inspections. This impacts the Glycol Room from Fire. 5. There are some cost implications of the construction which impact cash flow for construction. I believe these are adequate to allow for the extension of the permits. Sincerely, David Kehle (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com 1916 Bonair Drive S.W. Seattle, WA 98116 NsoecA-1,,, City of Tukwila Department of Community Development 1/2/2020 DAVID KEHLE 1916 BONAIR DR SW SEATTLE, WA 98116 RE: Permit No. M 19-0086 SHASTA BEVERAGES, INC - CAN LINE 2 1227 ANDOVER PARK E Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director 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 2/9/2020. 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 2/9/2020, 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 Rambo Permit Technician File No: M19-0086 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 L.) City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director May 31, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Nonstructural Review Development Permit M19-0086 Shasta Beverages, Inc — Can Line 2 — 1227 Andover Park E Dear Mr. Hill, Please review the enclosed set of plans and documents for structural and nonstructural compliance with the 2015 International Mechanical Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you have any questions regarding these drawings and/or the scope of work feel free to contact David Kehle (Project Design Professional in Responsible Charge) at 206-433-8997 or Jerry Hight (City of Tukwila Building Official) at 206-431- 3675. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, '1LLP 7A) Bill Rambo Permit Technician end File: M19-0086 TukwilaCity Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • We si TukwitaWA.gov david kehle architect June 26, 2019 BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, WA 98101 Attn: Mr. William Hill RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement Can Line 2 M19-0086 Dear Mr. Hill, RECEIVED JUN 2 7 2019 BHC Consultants, LLC As the Design Professional In Responsible Charge, I have reviewed the attached revised permit drawings based on your comment e-mail June 21,2019. Your e-mail had several projects listed but this just refers to Can Line 2. Can Line 2 1. Attached are the structural connections for the Can Line 2 catwalks and platforms from Shutler Consulting Engineers, dated 3/20/19 for Sheets S1.0 and S2.0. 2. The "for reference note" is related to the other structural drawings and conveyour drawings in the set. I believe that this answers your comments for the Can Line 2 and I look forward to your approval and the permit issuance from the City. If you have any other comments regarding these permits, please let me know. David Kehle Encl: 2 copies Structural Sheets S1.0 and S2.0 Cc: Mr. Jerry Hight 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com david kehle architect May 28,2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Jerry Hight RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement Can Line Two Dear Mr. Hight, As the Design Professional In Responsible Charge, I have reviewed the attached permit submittal, drawings and calculations for the overhead support structure for the conveyor system for Can Line Two, prepared by Plump Group including structural engineering. permit review. Air piping and electrical were under previous approved permits. Sincerely, David Kehle ret 1 I-- 00 RECEIVED CITY OF TUKWILA MAY 29 2019 PERMIT CENTER 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com 5ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0086 DATE: 05/29/19 PROJECT NAME: SHASTA BEVERAGES, INC CAN LINE 2 SITE ADDRESS: 1227 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # Revision # before Permit issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works 4-{A) C Fire Prevention Structural r PRELIMINARY REVIEW: Not Applicable (no approval/review required) Planning Division Permit Coordinator DATE: 05/30/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 06/27/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire Ping 0 PW 0 Staff Initials: 12/18/2013 i 0 CITY OF TUKWIIA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanPci.tukwila.wa.us Permit Center/Building Division 2o6 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: l) el-- 0 LJ l STATE OF WASHINGTON) ) ss. COUNTY OF KING lJ caNAs .--42 Tv , states as follows: [please print name] y}� Iq- voc, 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number i ( , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. c E K k1:l tl -~ = 121268 0 jA8` - rj WAS' , Owner/Owner's Agent* Signed and sworn to before me this 2 day of 3&. Y PUBLIC in and for the State of Washington, Residing at S SI.3 S 39.s ?` , County yel' , !� Name as commissioned: vdet.c-e My commission expires: L' SYMBOL LEGEND (NOT ALL ABBREVIATIONS MAY BE USED IN THIS DOCUMENT) EXTERIOR ELEVATION TARGET EXTERIOR ELEVATION TARGET DETAIL DESIGNATION ELEVATION DESIGNATION SHEET REFERENCE NO. BUILDING SECTION TARGET SHEET REFERENCE NO. SECTION DESIGNATION PARTIAL SECTION TARGET DETAIL DESIGNATION SHEET REFERENCE NO. SECTION DETAIL TARGET DETAIL DESIGNATION SHEET REFERENCE NO. MATCH LINE MATCHU NE SE X/XX MATCH LINE SE X/XX ROOM NAME AND NUMBER TARGET xxxx . XXXX ROOM NAME ROOM NO. DOOR NUMBER TARGET DOOR NUMBER REVISION TARGET/ADDENDUM TARGET woe SHEET REFERENCE NO. VIEW NUMBER /-- VIEW NAME DETAIL SC: ue=r " VIEW SCALE SHEET NUMBER INTERIOR ELEVATION TARGET A/A1 SHEET REFERENCE NO. SECTION DESIGNATION ELEVATION REFERENCE TARGET EL= X'-XX" SECTION/ T.O.W. ELEVATION DATUM -4-X'-XX" PLAN DATUM COLUMN CENTERLINE PARTITION TYPE TARGET KEY NOTE TARGET NORTH ARROW PARTITION TYPE WALL ASSEMBLY DESIGNATION, NOTE NUMBER PLAN NORTH TRUE NORTH A,B. A.C. A.C.I. ACP A.D.A.A.G. A.F.F. ALUM, A.P.A. A.Q.T. ARCH. A.S.T.M. BLK'G B,N. BM. B4O,J. B.U.R. BOTT. or (B) C C.L.or4, C.B.B. C.B.C. C.C. G,J, CLG. CLR. C.M.U. COL. CONC. CONN. CONST. CONST. JT. CONT. CONTR. COMP C.T. DBL. DEG. or° DIA. or ¢ DIAG. DIM. DR. DWG.(S) (E) EA. E.C. E.F. EL. E.N. E.O.C. EQ. or= EQUIP. E.S. EXP. FACT. F.D. F.D.C. FDN, F.F. F,F.L. F.G. FLR. FIN, F.O.B. F.O.F. F.O.J. F.O.M. F.D.S. F.R.P. F.S. FT. FTG. VICINITY MAP GA. G.B. G,C. GALV. G.I. GLB. HD. HDR. HDW. HGR. HGT. or HT. HORIZ. or H H,S.B. I.D. IN. INFO. INV. A TENANT IMPROVEMENT FOR: SHASTA BEVERAGES INC. MAIN BUILDING CAN LINE 2 CONVEYOR 1227 Andover Park E Tukwila, WA 98188 ABBREVIATIONS AND AT ANCHOR BOLT ASPHALTIC CONCRETE AMERICAN CONCRETE INSTITUTE ACOUSTIC CEILING PANEL AMERICANS WITH DISABILITIES ACT ACCESSIBILITY GUIDELINES ABOVE FINISH FLOOR ALUMINUM AMERICAN PLYWOOD ASSOCIATION ABRASIVE QUARRY TILE ARCHITECTURAL AMERICAN SOCIETY FOR TESTING MATERIALS BLOCKING BOUNDARY NAIL BEAM BOTTOM OF JOIST BUILT UP ROOFING BOTTOM CONDUIT CENTER LINE CEMENTITIOUS BACKER BOARD CALIFORNIA BUILDING CODE CORE DRILL CONTROLJOINT (COLD JOINT) CEILING CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONSTRUCTION JOINT CONTINUOUS CONTRACTOR COMPACTED (ION) CERAMIC TILE DOUBLE DEGREE DIAMETER DIAGONAL DIMENSION DOOR DRAWING(S) EXISTING EACH ELECTRICAL CONTRACTOR EACH FACE ELEVATION EDGE NAIL EDGE OF COUNTER / EDGE OF EQUIPMENT EQUAL EQUIPMENT EACH SIDE EXPANSION FACTORY FLOOR DRAIN FIRE DEPT. CONNECTION FOUNDATION FINISHED FLOOR FINISHED FLOOR LEVEL FLOAT GLASS FLOOR FINISH FIELD NAIL FACE OF BEAM FACE OF FINISH FACE OF JOIST FACE OF MASONRY FACE OF POST FACE OF STUD FIBERGLASS REINFORCED PANEL FLOOR SINK FEET FOOTING GAUGE (GAGE) GYPSUM BOARD GENERAL CONTRACTOR GALVANIZED GALVANIZED IRON GLUE -LAMINATED BEAM HUB DRAIN HEADER HARDWARE HANGER HEIGHT HOLLOW METAL HORIZONTAL HIGH STRENGTH BOLT INTERIOR DESIGN INCH INFORMATION INVERTED JAN. JT, or JNT JST. LB. or# LG. MAT. MAX. M.B. MEZZ. MIN. MISC. MPH M.P,S. M.S.B. MTL. (N) NO. or# N.I.C. N.T.S. O.C. O.F.C.I. O,F.O.I. O.H. OPNG. P.C. P. LAM PL. P.L. PLYWD. PR. PSF. PSI. Q.T. RAD. OR (R) REINF. S.C. SCHED. SHT. SIM. SM SMS SPEC.(S) SQ. SQ. IN. SQ. FT. S.S. STD. STL. STOR.T, STRUCT. SUSP. SYM. (T) T.B.A. TEMP. THK. T&G T.N. T.O.B. T.O.C. T.O.F. T.O.PL. T.O.W. TYP, U.B.C. U.O.N. U.S.P. JANITOR JOINT JOIST ANGLE POUNDS LONG MATERIAL MAXIMUM MACHINE BOLT MEZZANINE MINIMUM MISCELLANEOUS MILES PER HOUR MODULAR PANELBOARD SYSTEM MAIN SWITCH BOARD METAL NEW NUMBER NOT IN CONTRACT NOT TO SCALE ON CENTER OWNER FURNISHED, CONTRACTOR INSTALLED OWNER FURNISHED, OWNER INSTALLED OPPOSITE HAND OPENING PLUMBING CONTRACTOR PLASTIC LAMINATE OR PARALLAM (BEAM) PLATE PROPERTY LINE PLYWOOD PAIR POUNDS PER SQ. FOOT POUNDS PER SQ. INCH QUARRY TILE RADIUS REINFORCEMENT SAW -CUT JOINT SCHEDULE SHEET SIMILAR SHEET METAL SHEET METAL SCREW SPECIFICATION(S) SQUARE SQUARE INCH SQUARE FOOT STAINLESS STEEL STANDARD STEEL STORAGE STRUCTURAL SUSPENDED SYMMETRICAL TOP TO BE DETERMINED TEMPERED (TEMPERATURE) THICKNESS TONGUE & GROOVE TOE NAIL TOP OF BEAM TOP OF CURB TOP OF FOOTING TOP OF PLATE TOP OF SLAB TOP OF WALL TYPICAL UNIFORM BUILDING CODE UNLESS OTHERWISE NOTED UNDER SEPARATE PERMIT VERT. OR (V) VERTICAL V.W.C. VINYL WALLCOVERING W/ WD. W.G.B. W.I.B. WT. WWM. WITH WOOD WATER RESISTANT GYPSUM BOARD WALK-IN BOX WEIGHT WELDED WIRE MESH GENERAL NOTES 1, ALL CONTRACTORS AND SUBCONTRACTORS WILL THOROUGHLY FAMILIARIZE THEMSELVES WITH THESE CONSTRUCTION DOCUMENTS AND WILL VERIFY EXISTING SITE AND CONDITIONS PRIOR TO SUBMITTING A BID. ALL SUBCONTRACTORS WILL PROVIDE ALL LABOR, SUPERVISION, AND MATERIALS OF EVERY TYPE WHICH MAY BE NECESSARY FOR A SUCCESSFUL COMPLETION. ALL WORK TO BE PERFORMED IN A GOOD AND WORKMANLIKE MANNER ACCORDING TO THE TRUE INTENT AND MEANING OF THE DRAWINGS AND SPECIFICATIONS. 2. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL NOT HAVE CONTROL, OF AND WILL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, PROCEDURES, OR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK ON THIS PROJECTOR FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK ON THIS SITE, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT AND OR CONSTRUCTION DOCUMENTS. 3. ALL CONTRACTORS WILL PROVIDE ADEQUATE BRACING AND/OR SHORING TO INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING COMPONENTS IE: STRUCTURAL WALLS, INTERIOR WALL ASSEMBLIES, ETC. DURING THE CONSTRUCTION PHASE OF THIS PROJECT. 4. WORK WILL BE COORDINATED WITH ALL TRADES IN ORDER TO AVOID INTERFERENCE, AND AVOID OMISSIONS. 5. ALL MATERIALS USED WILL BE NEW AND BEAR U.L. LABELS WHERE REQUIRED AND MEET APPROPRIATE N.E.M.A. STANDARDS. 6. LAYOUT ALL PARTITIONS BEFORE BEGINNING CONSTRUCTION TO PREVENT ERRORS BY DISCREPANCY. ALL DRYWALL PARTITIONS WILL BE INSTALLED AS NOTED ON THE DRAWINGS. 7. EACH SUBCONTRACTOR WILL AMEND AND MAKE GOOD AT HIS OWN COST, ANY DEFECTS OR OTHER FAULTS IN HIS WORKMANSHIP AND/OR HIS SUPPLIED MATERIALS. 8. VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO ORDERING, CUTTING AND/OR INSTALLING MATERIAL, PRODUCT OR EQUIPMENT. IN THE EVENT OF ANY DISCREPANCIES, CONTACT THE CONSTRUCTION MANAGER BEFORE PROCEEDING WITH THAT WORK. 9. CONTRACTORS SHALL NOT SCALE THESE DRAWINGS FOR CONSTRUCTION PURPOSES. IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, CONTRACTOR SHALL NOTIFY ARCHITECT. FIGURED AND CALCULATED DIMENSION TAKES PRECEDENCE OVER SCALED MEASUREMENTS. DETAILED DRAWINGS AND LARGER SCALE DRAWINGS TAKE PRECEDENCE OVER SMALLER SCALE DRAWINGS. ALL PLAN DETAILS AND WALL SECTIONS ARE ASSUMED TO BE TYPICAL CONDITIONS UNLESS DETAILED OR NOTED OTHERWISE. 10. ADD SUFFICIENT BLOCKING IN STUD WALLS TO SUPPORT ALL ITEMS OR EQUIPMENT SHOWN OR SPECIFIED TO BE ATTACHED TO THE WALLS. PROVIDE ADDITIONAL STRUCTURAL SUPPORT (ANGLES, CHANNELS, ETC.) WITHIN WALLS WHERE THE WEIGHT OF ATTACHED ITEMS OR EQUIPMENT IS TOO GREAT TO BE SUPPORTED BY METAL STUDS. PROVIDE BLOCKING FOR OWNER FURNISHED OR INSTALLED ITEMS. 11. ALL FINISHED FLOOR ELEVATIONS REFER TO ARCHITECTURAL DRAWINGS ONLY. REFER CIVIL DRAWINGS FOR RELATIONSHIP TO PROJECT BENCHMARK(S). 12. ANY ADDITIONS OR CHANGES TO WORK MUST BE AUTHORIZED IN WRITING BY THE CONSTRUCTION MANAGER. NO ALTERATIONS WILL BE MADE ON THIS PROJECT EXCEPT UPON WRITTEN ORDER BY THE CONSTRUCTION MANAGER. 13. WEATHER CONDITIONS: CONTRACTORS WILL PROTECT ALL PARTS OF THEIR WORK FROM WEATHER DAMAGE DUE TO FROST, RAIN, HEAT, ETC. AND WILL MAKE GOOD TO THE SATISFACTION OF THE CONSTRUCTION MANAGER AND/OR GENERAL CONTRACTOR ANY PORTION OF THE WORK WHICH MAY HAVE BECOME DAMAGED. 14. SITE SAFETY: EACH CONTRACTOR WILL ABIDE BY LOCAL AREA STANDARDS AND RELATED OSHA STANDARDS FOR THE PROTECTION AND SAFETY FOR THEIR EMPLOYEES ON SITE. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL BE HELD HARMLESS BY THE OWNER, GENERAL CONTRACTOR AND RELATED AWARDED TRADES ON THIS PROJECT FOR ACCIDENTS OR INJURIES CAUSED OR ACCRUED ON THIS PROPERTY DURING THE PRE/ACTUAL/POST CONSTRUCTION PHASES OF THIS PROJECT. 15. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR REMOVAL OF DEBRIS ACCUMULATED BY EACH TRADE. HOWEVER, EACH TRADE WILL KEEP THE JOB SITE CLEAN AND SAFE AT ALL TIMES, ALONG WITH A BROOM FINISH AT THE END OF EACH WORKING DAY. 16. TRANSITION OF DIFFERENT FLOORING MATERIALS AT DOORWAYS SHALL OCCUR AT CENTERLINE OF DOORS TYPICALLY. 17. PAINT ALL WALL SURFACES, DOOR FRAMES, BULKHEADS AND CEILINGS IN ROOMS WHERE INDICATED ON ROOM FINISH SCHEDULE. PAINT BEHIND ALL MOVEABLE ITEMS ADJACENT TO WALLS RECEIVING PAINT AND RELDCATE ITEMS. 18. ALL WEATHER - EXPOSED SURFACES SHALL HAVE A WEATHER RESISTIVE BARRIER TO PROTECT THE INTERIOR WALL COVERING AND EXTERIOR OPENINGS SHALL BE FLASHED IN SUCH A MANNER AS TO MAKE THEM WATERPROOF. 19. ALL PLAN DIMENSIONS ARE TO FINISHED FACE OF FINISHED WALLS, FACE OF MASONRY, AND CENTERLINE OF COLUMNS, UNLESS NOTED OTHERWISE. 20. VERIFY ALL ELEVATIONS AND DIMENSIONS QF STRUCTURAL ELEMENTS WITH ARCHITECTURAL DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THE CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND BE RESPONSIBLE FOR THEM. ALL DIMENSIONAL DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT, 21. PLANS FOR MODIFICATIONS TO EXISTING FIRE PROTECTION EQUIPMENT SUCH AS STANDPIPES, SPRINKLER SYSTEMS AND FIRE ALARM SYSTEMS, SHALL BE SUBMITTED TO THE BUILDING DIVISION AND APPROVED BY THE FIRE DEPARTMENT BEFORE EQUIPMENT LS ALTERED OR MODIFIED. PROJECT DIRECTORY OWNER: SHASTA BEVERAGE 1227 ANDOVER PARK E TUKWILA WA 98188 ARCHITECT & ENGINEERING TEAM : PLUMP ENGINEERING INC. 914 E KATELLA AVENUE ANAHEIM, CA 92807 CONTACT: GREG PANEK TEL: (714) 385-1835 EMAIL: GPANEK@PEICA.COM SHEET INDEX GENERAL G000 COVER SHEET ARCHITECTURAL A000 A100 SITE PLAN CAN LINE 1CONVEYOR PLAN CONVEYOR DRAWINGS 1-3 CONVEYOR DRAWINGS PROJECT SUMMARY SCOPE OF WORK: MAIN AREA CAN LINE 2 CONVEYOR SYSTEM APPLICABLE BUILDING CODES: BUILDING FIRE PLUMBING MECHANICAL ELECTRICAL ACCESSIBILITY ENERGY CODE 2015 INTERNATIONAL BUILDING CODE W/ WASHINGTON AMENDMENTS 2015 INTERNATIONAL FIRE CODE W/ WASHINGTON AMENDMENTS r40rvuur 2015 UNIVERSAL PLUMBING CODE W/ WASHINGTON AMENDMENTS 2015 INTERNATIONAL MECHANICAL CODE W/ WASHINGTON AMENDMENTS 2015 INTERNATIONAL ELECTRICAL CODE W/ WASHINGTON AMENDMENTS 2015 INTERNATIONAL BUILDING CODE W/ WASHINGTON AMENDMENTS 2015 WASHINGTON STATE ENERGY CODE BUILDING DATA CONSTRUCTION TYPE: AUTOMATIC SPRINKLER SYSTEM: NUMBER OF STORIES: PROJECT DATA: ZONE: OCCUPANCY: AREA OF WORK: VB YES 2 TUC-WP (TUKWILA URBAN CENTER - WORKPLACE) F, S-1 1,189 S.F. SEPARATE PERMIT REQUIRED FOR: © Mechan)c 1 Mir Electrical a/ Plumbing i Gas Piping City of Tukwila BUILDING DIVISION rjj 0 NOTES 1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES [POWER POLES, PULL -BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY, FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. M19-0086 Y REVI Nov f" .1¢:, lc) ir?(; C,corie Tukwila"A NOTE: kevtslons wurll reQurre a new Mari ti01 and may ocIudE additional plan I"' I I Pa'yrrelut No, ;NFPS rt, re4 approval IS Sub i f)rrr. 7pOnS Approval of consIrIH:uu ,L 2kif'I'+„GZ'r.' P")e b`iC11ad?on of an 3r7if1TrM ReeewpY©Yal)Dravel rrr 1„C IT»:tons ES acKnowlE Date: ny Vt To:awf BLALDIrNC CTIwlso¢a N REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2019 City of Tukwila BUILDING DIVISION p?iance ants RECEIVED CITY OF TUKWILA MAY 292019 PERMIT CENTER 19- OO6b PLUMP ENGINEERING INC. CONSULTING ENGINEERS STRUCTURAL, MECHANICAL PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com SHASTA BEVERAGES 1227 Andover Park E. Tukwila, WA 98188 Stamp: ILIILJ FRD.A.p �pF WA111 a v 5/21/19 Tenant improvement For 1227 Andover Park E 00 co co 0 REVISIONS FOR CITY SUBMITTAL 05/21/19 Project Manager: COPYRIGHT 20 0. 0 s 0 N 0 0 F— >- LIJ uJ O 0 CR Dore: Scale: Project Number. U 5121/19 ' U 1 4) v 1905068 / SHEET NUMBER z G000 w ti :11I1111 rank IDNIMJIMIg 1 jos rank lint T>,uel. 11 iI • CO2 and Sugar Delivories Taak , Hot Water Hearn 10014P Gee Bailey 77, IIIIIIIIIII ,D I Bathing. Aua li RaJsedWet Area • I al r�l Am afaa Jcrusl,r IF 48 1,441i5Y4Y: 4l r tllr, 4 77 47 46 45 •'tl:rau^r liyit;r. &4i,011, utrenl IR!, I 1ex.14114drr Il ldr#I4LYi141;Yr4N VWaal 44 4 7 43 42 41 40 LILT 39 14.34 38 37 • •1 • 36 t 35 —E J1 34 33 32 20 21 22 23 24 25 co m M19-0086 31 30 29 28 27 26 ANDOVER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 292019 PERMIT CENTER /PIlance s PLAN NORTH E SERVED 0 PLUMP ENGINEERING INC. CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com SHASTA BEVERAGES 1227 Andover Park E. Tukwila, WA 98188 Stomp: Tenant Improvement Fo 1227 Andover Park E co co cO 0 H REVISIONS FOR CITY SUBMITTAL 05/21/19 Project Manager: CR Dole: 5/21/19 Scale: Project Number: 1905068 SITE PLAN N ./ N SHEET NUMBER SITE PLAN 1 111= 20' -0" A000 n - LI EL: —244:§17 C '11 0'_39 WHIP M19-0086 CAN LINE DRAWINGS SHOWN FOR REFERENCE. REFER TO ADDITIONAL DRAWINGS FOR MORE INFORMATION NOT SHOWN HERE. l f8i WESTR+i::K GL'OCOEEN 1225 Date 4--- 4 :FOJt oPTCNI fv1dWR REVIEWED FOR CODE COMPLIANCE APPROVED JUL 08 2019 City of Tukwila UILDING DIVISION RECEIVED rex'il TUKWILA ultantsniPlififlP9 2019 PERMIT CENTER DJ Inc: PLUMP ENGINEERING INC CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com SHASTA BEVERAGES 1227 Andover Park E. Tukwila, WA 98188 Stamp: 5/21/19 0 0 0 v 227 Andover Park E Tukwila, WA 98188 REVISIONS FOR CITY SUBMITTAL 05121/19 Project Manager: CR Date: 5/21/19 `tale: Project Number: 1905068 CAN LINE 2 CONVEYOR PLAN Sheet Title: SHEET NUMBER CAN LINE 2 CONVEYOR PLAN 1 1 /8"=1'-4" A100 = :::III am ism MARI=4:=4! .1 14 A irr si PR _ aki • • immt.,:i'-laillhill1111111i11111111111111112:11-12/111111111i1111L_,•11k 1111111111111111111111NRINIIIIR=17-AIRM' I 11 C-11=.B1111.11111111111e--.1111111•1111M-.1.1 koel =1 =111=11=ZZ =1:1111ZZ= 2111 owa•mop111/1111IPPPRPR M1111111”.9111111111111.1111111.111111.1 kl„.. Lig 1 110 I AV - ' CI , III ,, ,. 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MP E.77•- eu=2=1111111111111 -.. . _ ** 4 7.,. 4,1" s• , s: ::- :: ".- 1.1 ki. hall it ' ' •,' : .t) tt, 4, MINIM= 'S l k i 71-7HNO1111 • • relq, ^12=111=111.1 /7t1 L t•rocomoomosion loonommo on nom IP .1 "41 • 43 A, Ala NW Drain Pit 0 Hot Water Heater —11701-115-Ta" Boiler -0SW 6,910 IFT:=7-7-7' EQUIPMENT SHOWN FOR REFERENCE ONLY. REFER TO MANUFACTURERS DRAWINGS FOR FURTHER SPECFICATIONS AND DETAILS. sump 4— COLOR KEY: • • • 11111111111:11 111 tiegn 112 -1111IV 111111t .1141:•••A' 111P,prpamp. :"" tfl0) ` 3 -P 0 0- • 0 u -Y c U d c w -P DJ -- a d cr) ee 4-, 01 PREPARED FOR: 0101111111111 1111111.11.111111MSIMMInearill.9..... .111EPTIV MUT r 111111 1 1ii HMg sommoRRR_ Pk) PRODUCT: 12 OZ STANDARD mom 16 OZ STANDARD PRODUCT: 8 OZ STD 0) 0 0 1 a. CAN LINE 211 X 413 211 X 603 211 X 308 SPEER 1500 CPM SKIED: 800 CPM SPEER 1500 CPM A REVEviED F CODE COMPLIA APPROVED JUL 08 201 r,)prO‘tzd ,ompliance Fits RECEIVED CITY OF TUKWILA MAY 2 9 2019 PERMIT CENTER PRODUCT: 12 OZ SLEEK PRODUOT: PRODUCT: ME: SIM 204 X 602 SPEM 150G CPM PRODUCT: A A aa SHASTA BEVERAGES TUKWILA, WA NEW CAN UNE 2 mew Ert C. HANSEN 07-13-18 ORONO NM 20998CH—OVERALL MEADE REV. CHANGES DATE BY AS -BUILT 8 7 6 5 1 4 3 2 69 KICK PLATE 25705-KP-0013 68 KICK PLATE 25705-KP-0012 2 67 KICK PLATE 25705-KP-0011 2 66 HANDRAIL WELDMENT 25705-HR-0052 1 65 HANDRAIL WELDMENT 25705-HR-0049 1 64 KICK PLATE 25705-KP-0010 1 63 KICK PLATE 25705-KP-0009 1 62 KICK PLATE 25705-KP-0008 2 26 4" X 6" TUBING CROSS BEAM WELDMENT 25705-BEAM-0023 13 61 KICK PLATE 25705-KP-0007 1 60 KICK PLATE 25705-KP-0006 16 25 4" X 6" TUBING CROSS BEAM WELDMENT 25705-BEAM-0021 1 59 KICK PLATE 25705-KP-0005 22 KICK PLATE 25705-KP-0004 1 24 4" x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0019 57 KICK PLATE 25705-KP-0003 1 56 KICK PLATE 25705-KP-0002 6 23 4^ x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0017 1 55 RUBBER PAD FOR SWING GATE 705-002-0034 4 22 4" x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0015A 54 STAIR HANDRAIL SPLICE PLATE 25705-HR-0048 21 4" x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0015 20 4" x 8" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0013 19 4" x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0010 53 52 PLATFORM SAFETY GATE WELDMENT (29" WIDE) MCMASTER CARR SELF CLOSING HINGE 705.002-0044 8401A36 1 4 18 4° x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0007 1 51 PLATFORM SAFETY GATE WELDMENT (29" WIDE) 705-002-0015 1 17 PLATFORM DECK WELDMENT 25705-PL-0038 1 50 KICK PLATE 25705-KP-0001 2 49 HANDRAIL WELDMENT 25705-HR-0045 1 16 PLATFORM DECK WELDMENT 25705-PL-0036 1 48 HANDRAIL WELDMENT 705-HR-0042 1 47 HANDRAIL WELDMENT 25705-HR-0039 15 PLATFORM DECK WELDMENT 25705-PL-0034 46 HANDRAIL WELDMENT 25705-HR-0035 1 14 PLATFORM DECK WELDMENT 25705-PL-0027 2 45 44 HANDRAIL WELDMENT (WITH FOOT PAD) HANDRAIL WELDMENT 25705-HR-0030 25705-HR-0025 1 1 13 LEG GUSSET WELDMENT (36") 25206-SPT-0008 53 43 HANDRAIL WELDMENT 25705-HR-0022 8 42 HANDRAIL WELDMENT 25705-HR-0021 3 12 ANSI B18.2.2 - 1 1/2 - 6 32 41 HANDRAIL WELDMENT 25705-HR-0018 19 11 1.112" THD ROD X 8.00" DIA SUPPORT FOOT WELDMENT 25206-SPT-0016 32 40 HANDRAIL WELDMENT 25705-11R-0013 39 HANDRAIL WELDMENT 25705-HR-0012 38 HANDRAIL WELDMENT 25705-HR-0011 2 10 PLATFORM SUPPORT WELDMENT 25206-SPT-0001 32 37 HANDRAIL WELDMENT 25705-HR-0007 2 36 HANDRAIL WELDMENT 25705-HR-0001 1 9 4" x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0001 2 35 4" X 6" TUBING CROSS BEAM WELDMENT 25705-BEAM-0037 5 8 PLATFORM DECK WELDMENT 25705-PL-0022 1 34 4" x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0035 1 7 PLATFORM DECK WELDMENT 25705-PL-0020 1 33 4" x 6' TUBING CROSS MEMBER WELDMENT 25705-BEAM-0035A 6 PLATFORM DECK WELDMENT 25705-PL-0013 10 32 4' x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0033 1 PLATFORM DECK WELDMENT 25705-PL-0011 1 31 4" x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0033A 1 4 PLATFORM DECK WELDMENT 25705-PL-0009 1 30 4° x 6" TUBING CROSS MEMBER WELDMENT 25705-BEAM-0031 1 3 2 1 STAIR HANDRAIL WELDMENT (116" ELEV) PLATFORM STAIR WELDMENT (116" ELEV) PLATFORM DECK WELDMENT 25705STRH-0001 25206-STR-0001 25705-PL-0001 4 2 1 29 28 27 4" x 6" TUBING CROSS MEMBER WELDMENT 4" x 6" TUBING CROSS MEMBER WELDMENT 4' X 6" TUBING CROSS BEAM WELDMENT 25705-BEAM-0029 25705-BEAM-0027 25705-BEAM-0025 1 1 3 ITEM TITLE PART NUMBER QTY ITEM TITLE PART NUMBER QTY Parts List Parts List B A 0 119.813 ........... \:// D0 1111111111111 42.000 41 42 38 38 r. Pji . ■1�t�rr�lnow�l�l'I' iii'ii:irit • C REVIE D FOR ill E CO PLIANCE APPROVED JUL 08 2019 City of Tukwila UILDING DIVISION EQUIPMENTS SHOWN FOR REFERENCE ONLY. REFER TO MANUFACTURERES DRAWINGS FOR FURTHER SPECIFICATIONS AND DETAILS. TOLERANCES MESS OT,tRWSE SPECFEO rR".OronA. ± 1A4 PLO. DEC. PI".. 41,1.0. DEC. i am t 0.0 t exm ± 040° RECEIVED CITY OF TUKWILA MAY 292019 PERMIT CENTER PLATFORM ASSEMBLY FOR SHASTA BEVERAGES .03125=1 NGGG°"`""" ASSEMBLY °PAS Dave_S """ 10131/2018 SHEET: 1 OF 1 QTY: TEM: a 7 6 5 I 4 3 { 2 1 H 8 m 218.060 EQUIPMENTS SHOWN FOR REFERENCE ONLY. REFER TO MANUFACTURERES DRAWINGS FOR FURTHER SPECIFICATIONS AND DETAILS, 07.000 3 115.813 107.060 115.813 214.000 99.000 110111111, 115,813 115.000 106.6▪ 22 MEM 177.500 107.000 0 N 11.000 78.000 64.000 NOM N OME O NO 52.000 MOM MOO MOO 2.000 L 8 13 • h omil 1231.060 96.500 96.500 112.000 92.000 99.000 53 • 75.000 0 ro 116.000 124.000 ua nn 1pn 99 7 1 1 i P. -7 1 1 I bolsi 0 4 M 0) REVIE ';D FOR CODE COMPLIANCE AP OVED JUL 08 2019 City of Tu iia BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 292019 PERMIT CENTER 23 4" X 6" TUBING CROSS BEAM WELDMENT 22 4"x6°TUBING CROSS MEMBER WELDMENT 21 4" x 6" TUBING CROSS MEMBER WELDMENT 20 4" x 6" TUBING CROSS MEMBER WELDMENT 19 4° x 6" TUBING CROSS MEMBER WELDMENT 18 4"x6"TUBING CROSS MEMBER WELDMENT 17 4"x6"TUBING CROSS MEMBER WELDMENT 16 4"x6"TUBING CROSS MEMBER WELDMENT 15 4"X6"TUBING CROSS BEAM WELDMENT 14 4" X 5" TUBING CROSS BEAM WELDMENT 13 4" X 6" TUBING CROSS BEAM WELDMENT 12 4" x 6" TUBING CROSS MEMBER WELDMENT 11 4" x 6' TUBING CROSS MEMBER WELDMENT 10 4"x6"TUBING CROSS MEMBER WELDMENT 9 4" x 6" TUBING CROSS MEMBER WELDMENT 8 4" x 6" TUBING CROSS MEMBER WELDMENT 7 4" x 6" TUBING CROSS MEMBER WELDMENT 6 4"x 6" TUBING CROSS MEMBER WELDMENT 5 LEG GUSSET WELDMENT (36") 25705-BEAM-0037 25705-BEAM-0035 25705-BEAM-0035A 25705-BEAM-0033 25705-BEAM-0033A 25705-BEAM-0031 25705-BEAM-0029 25705-BEAM-0027 25705-BEAM-0025 25705-BEAM-0023 25705-BEAM-0021 25705-BEAM-0019 25705-BEAM-0017 25705-BEAM-0015A 25705-BEAM-0015 25705-BEAM-0013 25705-BEAM-0010 25705-BEAM-0007 25206-SPT-0008 4 ANSI 818.22 -1 1/2 - 6 3 1-1/2" THD ROD X 8.00" 25206-SPT-0016 DIA SUPPORT FOOT WELDMENT 2 PLATFORM SUPPORT 25206-SPT-0001 WELDMENT 1 4" x 6° TUBING CROSS 25705-BEAM-0001 MEMBER WELDMENT ITEM TITLE PART NUMBER Parts List 5 1 1 1 1 3 13 1 1 1 53 32 32 32 2 QTY TOLERANCES UNLESS ORERWE£BPEGFED FRACT0NAL ± 1R< 1 PIANO . ± "➢1 BPLG. GEC. ± a➢02 4 PLO.DEC, ± coo M OGUR FNSN: SUPPORT STRUCTURE ASSEMBLY FOR SHASTA BEVERAGES SCAAC .03125=1 "aa°Dar ASSEMBLY LATE. 10/31/2018 PAP'T Dave_S sxEEr. 1 OF 1 QTY: ITEM: JS!O: MOOG WOO: 25705-STRUCTURE 8 1 7 6 5 4 3 2 1 25/2019 9:27:42 AM, And 1.2 Y2"4 HILTI KWIK BOLT TZ IN EACH FOOT (EMBED 3)4") (E)CONCRETE SLAB II 1I— CONVEYOR ANCHORAGE LOW OR ELEVATED CONVEYOR NOTE: SECTION IS TYPICAL © EACH PAIR OF LEGS SECTION A-1.0 SCALE: 3/4"=1'-0" PLAN d PLAN d SPIRAL CONVEYOR FOOT PLATE, INSTALL 2—Y2"0 HILTI KWIK BOLT—TZ PER FOOT (EMBED 3Y4") SPIRAL CONVEYOR CONVEYOR LEG (E)CONCRETE SLAB SPIRAL CONVEYOR (SIMILAR AT STRETCH WRAPPER) SECTION D-1.0 SCALE: 3/4"=1'-0" (E)CATWALK LEG -III- -I I I-III- R)'4x4x0'-7" w/2—Y2"0 HILTI KWIK BOLT—TZ (EMBED 3Y4") (E)CONCRETE SLAB CATWALK ANCHORAGE SECTION G-1.0 SCALE: 3/4"=1 '-0" DIAMOND PLATED METAL DECKING CONVEYOR ON AIRVEYOR PLATFORM NOTE: SECTION IS TYPICAL © EACH PAIR OF LEGS 3A" A307 MACHINE BOLT THRU METAL PLATE PROVIDE Ye" PLATE WASHER BELOW TO MATCH CONVEYOR FOOT SECTION B -1.0 SCALE: 3/4"=1 '-0" INSTALL Y2"0 HILTI KWIK BOLT—TZ (EMBED 3Y4") PLAN PLAN (E)TUBE STEEL LEG FOR PALLETIZER (E)CONCRETE SLAB DE/PALETIZER ANCHORAGE SECTION E-1.0 SCALE: 3/4"=1 —0" 6Y2" 6Y2" CANLINE TWO CONTROL PANELS (4 TOTAL) (N)3/8"0 HILTI KB—TZ (4 PER CONTROL PANEL) (EMBED 2" INTO SLAB) (E)HOUSEKEEPING PAD 11_F; 11-1IFTI 1I- SECTION H-1.0 SCALE: 3/4"=1 ' —0" (E)CONCRETE SLAB (E)PLATFORM BASE PLATE, INSTALL 4—Y2"0 HILTI KWIK BOLT—TZ (EMBED 3Y4") 1I AIRVEYOR PLATFORM COLUMN (E)CONCRETE SLAB RY2x6x2'-0" w/2—WELDED 3/6"0 BOLTS TO FOOT & 2—Y2"0 HILTI KWIK BOLTS TO SLAB (EMBED 3)/4") )C 1C II 1IIII 1111 SECTION C-1.0 SCALE: 3/4"=1 '-0" II-111_III- -IIi III- (E)FOOT TRAY WRAPPER ANCHORAGE SECTION F-1.0 SCALE: 3/4"=1'-0" STORAGE TANK LEG, BRACING & FEET BY OTHERS (3000 GALLON) INSTALL 4—Y2"0 HILTI KWIK—BOLT TZ PER FOOT (EMBED 3Y4") (E)FRAME (E)CO ;CRETE SLAB (E)CONCRETE SLAB I I1 11.-1 1I- �-III SECTION J-1.0 SCALE: /4"=1'-0" FRAME FOOT. INSTALL 2—Y2"0 HILTI KBTZ PER FOOT (EMBED 3)/4") FILLER TANK OR PUMP 16 6 LOCATIONS 2" MIN. PER MACHINE 'UTILITY' FRAME © FILLER (E)CONCRETE SLAB A 1l Illi�lllliil(_(i SECTION J-1.0 SCALE: 3/4"=1 —0" GENERAL NOTES CODE: INTERNATIONAL EXISTING BUILDING CODE, 2015 EDITION BUILDING RISK CATEGORY = II LIVE LOADS: UNIFORM LOADS: LOCATION ROOF LIVE LOAD 25 PSF (SNOW) REDUCIBLE NO WIND DESIGN INFORMATION: WIND LOADS ON THE MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) WAS DETERMINED USING THE ENVELOPE PROCEDURE. WIND SPEED (BASED ON TABLE 1609.3.1 OF IBC 2015): V„I, = 110 MPH V"I = 85 MPH EXPOSURE `B" A= 1.0 K,1 I.00 SEISMIC DESIGN INFORMATION: Ss =143.2% SDS = .955 SI = 53.4% SDI = .534 EQUPIMENT VALUES : ap = 2.5 Rp = 3.0 S2o=2.0 ID=1.0 SITE SOIL CLASS = E SEISMIC DESIGN CATEGORY = D ANCHORAGE TO CONCRETE: NEW EXPANSION BOLTS INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC-ES REPORT ESR-1917. ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANCHORAGE SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES. NEW ANCHOR INSTALLATIONS SHALL BE INSPECTED ON A PERIODIC BASIS BY A THIRD PARTY, REPORTS PER SPECIAL INSPECTION SECTION OF THE GENERAL NOTES. STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy = 36,000 psi) OR ASTM A992 GRADE 50 (Fy = 50,000 psi). APPLY PRIMER COATS PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITHAWS D1.1 AND D1.8 AND BY WABO CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. SPECIAL INSPECTIONS: SPECIAL INSPECTIONS PER IBC SECTION 1705. A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, SHUTTER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. SPECIAL CONDITIONS: THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. MECHANICAL, FIRE PROTECTION AND ELECTRICAL SYSTEMS: IT SHALL BE THE GENERAL CONTRACTOR AND/OR SUB -CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR SCOPE OF WORK. THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR SYSTEM. REVIE D FOR CODE COMPLIANCE APPROVED JUL 08 2019 City of Tukwila BUILDING DIVISION JLti cpliance )Sultant5 1 s� a In Di C) SHUTLER NOM CONSULTING my mom Nimi ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX: (425) 450-4076 © 2019 All rights reserved. No part of this document may be reproduced, in any form or by any means, without permission in writing from Shutter Consulting Engineers, Inc. PERMIT SET DESCRIPTION m m w Q o SHASTA BEVERAGES TENANT IMPROVEMENT (CAN LINE TWO) 1227 ANDOVER PARK EAST TUKWILA, WASHINGTON 98188 SECTIONS & GENERAL NOTES ENGINEER: AH CHECKED BY: JH DATE: 3-20-19 JOB No.: 10-23.04 SHEET No. : s1.o 1 OF2 Can Line 2\SHT-52-1ASHT-52-0.dwg 0 rn 0 N Q Q t321'-0" 80'-6" 20'-0" 223' -6" 40'-6" 40'-0" 40'-0" 40'-0" 40'-0" 40.-0" 40'-0" 40'-6" Lo . zO N O� w � U W c_ PANEL, FIGS Sc COLUMNS BEYOND FACE OF PANEL (E)7Y4 P.C. PANEL 3%" ID 0 N ID N N ID N FACE OF PANEL (E)6Y42--.\ P.C. PANEL (E)2'-03=-, CONT. FTG. FACE OF (E)PILASTER .J �zc�• IUz L I- ...._...__. s 11_ L I- L-J-- LY, EXISTING 5" CONC. SLAB 2'-0" DIAMONDL ISOLATION JOINT (TYP.) I }i I-J LCJ L i - - L J - - Lf J ENLARGED OPENING r- -I-4) - - L_J r i f4 i4 L-J 4 (E)PILASi- ER (TYP.) G-1.0 E-1.0 E 1.0 r L' J (E)2'-0" CONT. FTG. P.C. PANEL DEPALLETIZER 1 L (35000# WEIGHT) PALLETIZER (35000# WEIGHT) (E)DOCK LEVELER (TYP.) 0 u0 N STAIRS PER ARCH. (TYP.) O 0 EXIST'G OPNG L L J B-1.0k_ 0 INTERIOR TILT PANELS - t..._J L._-J CMU BLACK WALL BT OTHERS B-1.0 C-1.0 ELEVATED PLATFORM W/ CONVEYORS FILLER MACHINE (50000# WEIGHT) (2 PIECE, OVERFRAME) rT-1 AIRVSYOR PLATFORM C-1.0 C-1 DIVERTER (10000# WEIGHT) ELEVATED PLATFORM W/ CONVEYORS CUMULATION TABLE l00# WEIGHT) hint G-1.0 E-1.0 E-1.0 1- -+CONTROL PANEL STRETCH WRAPPER I (6500# WEIGHT) (1500# WEIGHT) I TRAY WRAPPER (40000# WEIGHT) A-1.0 D-1.0 F-1.0 EXISTING 5" CONC. SLAB J F-1.0 F-1.0 PROPOSED CAN LINE 2 C�{ XISTING_ PAD FTG (TYP.) L J EXIST'G OPNG LOW CONVEYOR (50 PLF WEIGHT) 1 r L. DUO DOZEN (15000# WEIGHT) IA rtl J L. J r i f< 1 (E) OFFICE 20'-6" 20'-0" 20-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 321'-0" (FIELD VERIFY) 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-6" 66®6®6®®o6oa 14 (5 16 11 (E) OFFICE FOUNDATION PLAN SCALE: 1 "=20'-0" NOTES: 1) TOP OF FINISHED FLOOR AT ELEVATION 30.0' IS REFERENCE DATUM 0'-0" Reviewers and Approved for Substantial Compliance By B -IC Con uitants Grdir— Date 2) CONTRACTOR TO VERIFY ALL DMENSION AND CONDITIONS IN FIELD AND NOTIFY ENGINEER AND ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. REVIE D FOR CODE COMPLIANCE APPROVED JUL 082019 City of Tu 'I BUILDING DIVISION 14 $ r, I) ,♦ SHUTLER MN\ CONSULTING ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX: (425) 450-4076 © 2019 All rights reserved. No part of this document may be reproduced, in any form or by any means, without permission in writing from Shutter Consulting Engineers, Inc. PERMIT SET DESCRIPTION °i o, 6 w SHASTA BEVERAGES TENANT IMPROVEMENT (CAN LINE TWO) 1227 ANDOVER PARK EAST TUKWILA, WASHINGTON 98188 EXISTING FOUNDATION PLAN ENGINEER: AH CHECKED BY: JH DATE: 3-20-19 JOB No.: 10-23.04 SHEET No. : S2.O 2 OF 2