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HomeMy WebLinkAboutPermit M19-0087 - SHASTA BEVERAGES / VARIETY PACK AND COMPRESSED AIR LINES - PALLETIZERSHASTA BEVERAGES, INC - PALLETIZER 1227 ANDOVER PARK E Apn: 3523049072 FINALED 01/21/2021 M19-0087 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA,gov MECHANICAL PERMIT 3523049072 Permit Number: 1227 ANDOVER PARK E Issue Date: Permit Expires On: SHASTA BEVERAGES, INC - PALLETIZER M19-0087 9/11/2019 3/9/2020 Owner: Name: Address: Contact Person: Name: Address: NATIONAL BEVERAGE CORP 8100 SW 10TH ST STE 4000 , PLANTATION, WA, 33324 DAVID KEHLE 1916 BONAIR DR SW , SEATTLE, WA, 98116 Contractor: Name: AFFIDAVIT- NICHOLAS HEATON Address: License No: Lender: Name: Address: Phone: (206) 433-8997 Phone: Expiration Date: DESCRIPTION OF WORK: INSTALL NEW PALLETIZER FOR BARIETY PACK LINE AND COMPRESSED AIR LINES Valuation of Work: $32,000.00 Type of Work: NEW Fuel type: ELECT Fees Collected: $627.51 Electrical Service Provided by: PUGET SOUND ENERGY Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Permit Center Authorized Signature: (A) Date_947 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 orlocal laws regulating construction orthe performance ofwork. |annauthorized 0osign and obtain this development permit and agree tothe conditions attached tothis permit. Signature:--. Print Name: r­l^c^u___ This permit shall become null and void if the work bnot commenced within l8Odays for the date ofissuance, orif the work is suspended orabandoned for aperiod of18Odays from the last inspection. PERMIT CONDITIONS: 2: Sprinklers shall beinstalled under fixed obstructions over4fen (1.Zm)wide. (NFPAl3-8.6.5.l3) l: All new sprinkler systems and all modifications tnexisting sprinkler systems shall have fire department review and approval nfdrawings prior toinstallation urmodification. 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 tosubmittal tothe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings. (City Ordinance No. 243h). ]: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #2437) 4: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation, 5: These plans were reviewed byInspector Sll. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(2U6)575-44O7, 6: 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. 7: 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. O: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila, Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid, The issuance ofapermit based nnconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 9: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (ZO6/43l'367O). 10: All permits, inspection record card and approved construction documents shall be keptat the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 11: Manufacturers installation instructions shall beavailable oothe job site atthe time ofinspection. PERMIT INSPECTIONS REQUIRED Permit Inspection Line; (2O6)o38-935O 1400 FIRE FINAL 1800 MECHANICAL FINAL 0701 ROU6H1NK4E[HAN|CAL CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Mechanical Permit No. ('4 lq 00 7 Project No. Date Application Accepted: S-019.4 Date Application Expires: e 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.: 3523049072 Site Address: 1227 Andover Park East Suite Number: Tenant Name: Shasta Beverage Inc New Tenant 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 Floor: 1 Yes 123 ..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): $ 32,000 Describe the scope of work in detail: Install new palletizer for Variety Pack line and compressed air lines Use: Residential: New Replacement Commercial: New Replacement Fuel Type: Electric Gas CI Other: HAApplicruions1Forms-Applications On Line12016 ApplicatiensWerhanical Permit Application Revised 1-4-16.doca 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 cfin 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 — cornm/industrial Unit Type Qty Fire damper Diffuser Thermostat Wood/gas stove Emergency generator Other mechanical equipment Boiler/Compressor Qty 0-3 hp/100,000 btu 3-15 hp/500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/1,750,000 btu 50+ hp/I,750,000 btu Noise: Mechanical units need to be in compliance with the Tukwila Noise Code. Maximum permissible sound levels are based on from where the sound is created and where the sound is heard. Additionally, if sound can be heard from within a house at night in a residential zone it may not be allowed. For more details, see TMC 8.22 District of Sound Producing Source District of Receiving Property Residential, Daytime* Residential, Nighttime Commercial Industrial Residential 55 dB(A) 45 dB(A) 57 dB(A) 60 dB(A) Commercial 57 dB(A) 47 dB(A) 60 dB(A) 65 dB(A) Industrial 60 dB(A) 50 dB(A) 65 dB(A) 70 dB(A) *Daytime means 7AM-10PM, Monday through Friday and 8AM-10PM, Saturday, Sunday and S A few sounds are exempt from the noise code, including. • Warning devices; • Construction and property maintenance during the daytime hours (7am-lOpm); • Testing of backup generators during the day. e- gnizecl h ays. 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 hnematirmal .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 ORIZED AGENT: Signature: Print Name: David Kahle Day Telephone: 206-433-8997 Date: 05/28/2019 Mailing Address: 1916 Bonair Dr SW Seattle WA 98116 City State Zip HAApplicationsWomts-Applicaiions On US' \2016 Applicalions1Mechanical PRIM Apphcmio© Revised I-4-10docx Revised: January 2016 bh Page 2 of 2 Cash Register Receip City of Tukwila DESCRIPTIONS - PermitTRAK'''''-' , ,.'n , ACCOUNT "k',117,,,';',' i.. :r.V.1 4r.: ,,,,,,, ''.,-, l'i;, °V ''' QUANTITY PAID 72 10 ,4%-KAioz, ielifp,togo 4., ,,,, ,o wnworsmod M19-0087 Address:,;1227)ANDOVERg 0 ' ,',",-YTil''740111.4qmwm-onmW1-1,_"04,,,, . ' n. 3523049u ' ,' Al.' '1,, ,14 ',' ,,.. 2.101' Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 MECHANICAL $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R20611 R000.345.830.00.08 1.00 $70.00 $72.10 Date Paid: Monday, April 27, 2020 Paid By: DAVID KEHLE Pay Method: CREDIT CARD 09817D Printed: Monday. April 27, 2020 3:42 PM 1 of 1 • . Cash Register Receipt Receipt Number City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY I PAID PermitTRAK $72.10 M19-0087 Address: 12 7 ANDOVER PARK E Apn: 3523049072 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 MECHANICAL $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $70.00 TOTALFEES PAID BY RECEIPT: R19117 $72.10 Date Paid: Wednesday, November 20, 2019 Paid By: WILLIAM N JOHNSON Pay Method: CREDIT CARD 09310P Printed. Wednesday November 20. 2019 11:04 1 of 1 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 11/20/2019 11:03:09 AM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********7168 K TRAN AMOUNT: $72.10 APPROVAL CD: 09310P RECORD #: 000 CLERK ID: frankie X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy DESCRIPTIONS ' ACCOUNT I QUANTITY PAID $897,59 , PerrnitTRAK , M19-0087 Address: 1227 ANDOVER PARK E Apn: 352 049072 $70.00 MECHANICAL $70.00 ADDITIONAL PLAN REVIEW R000.345,8 0,00.00 1,00 $70.00 M19-0153 Address: 1227 ANDOVER PARK E Apn: 3523049072 $514.69 MECHANICAL $490.18 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000,322.100.00.00 0.00 $457.03 TECHNOLOGY FEE $24.51 TECHNOLOGY FEE R000.322.900.04.00 0.00 $24.51 PG19-0122 Address: 1227 ANDOVER PARK E Apn: 3523049072 $312.90 PLUMBING $298.00 PERMIT FEE R000.322,100.00.00 0.00 $263.00 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $35,00 TECHNOLOGY FEE $14,90 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18711 R000.322.900.04.00 0.00 $14.90 $897.59 Date Paid: Monday, September 30, 2019 Paid By: SHASTA BEVERAGESAIC Pay Method: CHECK 605594 Printed: Monday, September 30, 2019 3:48 PM 1 of 1 SYSTEMS Cash Register Receipt Receipt Number City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $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 $1100.21 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: 3523049072 $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 $160.13 TECHNOLOGY FEE $9.67 TECHNOLOGY FEE R000.322.900.04.00 1 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 C SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $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 TOTAL FEES PAID BY RECEIPT: R18190 R000.322.900.04.00 0.00 $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 SYSTEMS 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 EL19-0449 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: 352 049072 $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 R000.32 . 02.00.00 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 c YSTEM5 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT 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 $1.00 ...� 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 SYSTEMS COTUKWILA ETK4KIT 6200 S0UTH[ENTEK BLVD TUKWILA' WA 98188 206'433-1870 CITY OF TUKWILA Date: 05/29/2019 02:27:59 PM CREDIT CARD SALE VISA CARD NUMBER: **********9037 K TnAN AMOUNT: $2'092.33 APPROVAL Co: 029782 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Permit Inspections City of Tukwila Permit Number: M19-0087 Applied: 5/29/2019 Approved: 8/1/2019 Issued: 9/11/2019 Finaled: 1/21/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: SHASTA BEVERAGES, INC - PALLETIZER Site Address: 1227 ANDOVER PARK E City, State Zip Code:TUKWILA, WA98188 Applicant: SHASTA BEVERAGES, INC - PALLETIZER Owner: NATIONAL BEVERAGE CORP Contractor: AFFIDAVIT - NICHOIAS HEATON INSTALL NEW PALLETIZER FOR BARIETY PACK LINE AND COMPRESSED AIR LINES ! IIRVCV INSPEGTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS 11/14/2019 11/14/2019 SI-EPDXY EXP— CONC Lee Sipe CANCELLED Notes: Canceled per owners request. 1/10/2020 1/13/2020 SI-EPDXY_EXPLee CONC Sipe NOT APPROVED #2 Notes: Special Inspector approved expansion bolts. (approved but see comment under building final inspection.) 1/13/2020 Any 1/13/2020 MECHANICAL FINAL Lee Sipe NOT APPROVED #2 Notes: 1/10/2020 9:59 AM Jason Bruce Requesting for early morning if at all possible Contact Name: Neil Johnson Site Address: 1227 Andover Park E, Tukwila, WA98188 Phone: 4705890132 e-Mail: njohnson@shastabeverages.com Mounting feet plates have 1 Bolt. Plan Shows 2 bolts on each plate. Revise plans or add bolts. 6/16/2020 AM 6/16/2020 MECHANICAL FINAL Darrin Graham APPROVED 145757 Notes: 12/1/2020 12/1/2020 FIRE M PERMITAARON FINAL JOHNSON APPROVED Notes: Approved under the assumption that no sprinkler coverage is required for the palletizer unit itself. Existing palletizer did not require protection system and this is a new duplicate unit. Approved with the option to require protection in the future if a problem is discovered or further review reveals the unit itself presents an obstruction per IFC. Printed: Tuesday, 19 October, 2021 1 of 2 r4 SUPERION PM I2/4 Z�2V ' ROUGH -IN xxsc*xm/CAL Lee Sipe �eRan�nZO�o81�198 Notes: Mounting feet plates have zBolt. Plan Shows zbolts oneach plate. Revise plans v,add bolts. 1/13/202010:25:07Aw This permit previously approved final. But still needs to address, Special inspection anchor bolts, and equipment protection, bollards or similar. 1/21/2021 PM 1/21/2021 o'spo:v—s:p COwC Lee Sipe AppRVvsD 47o'su9uz32'Neil Johnson Notes: 1/22/2021 1/2:/2021 BU|LmNGF|Nxl" Lee Sipe APPROVED Notes: --%A— rk supsn/ow SHASTA BEVERAGES, INC 1227 ANDOVER PARK EAST TUKWILA, WA 98188 891i PALLETIZER INSTALLATION PROJECT 215CRAIATION: 1) SCOPE OF WORK Iblekreled Ifi rumba fix Ihe &Or and Inerafek• al the gpbeed material harilliv and camp equipment crr drerrige. rite brehrte rhe Wed. erreteAmbe cAtrArk anckee YAfie tor. 2) DEFERRED 01E419: Lile WO Rams fro:ling eiltS1 peel• fire suppresbibn, fiertrAler leaky*, emorponsy arms, IaW Ors, end racerz subbrelfiren we by Olen, GENERAL DESer NG2F-5: 11 WADING CODE OATk 100 2015 model bAll WaslIn00 Side AmerAlnienle rod ASCE MO Imorporaled R.° ColeLoy e II Sel•ric rrtforteney Fever 4,142 S, A 0,504 5110 CArre A 0 WSW Idea 5E4 r 2056 y 053e Seim* Design CAlvory Y E) POST INSTALLED ANCE0415: Ste Thin; for mtgs. PerlorAt Spick0 brepurians Ord OAMdar rs..t srrE LOCATION DRAWING INDEX DRAWING TITLE DESCRIPTION REV COVER SNEET COVER SHEET DRAWING INDEX AND PROJECT NOTES 0 A1814089K01 891IPALLETIZER CONFIGURATION PLAN AND MACHINE SPECIFICATIONS 0 9320714 891i PALLETIZER WORK PLAFORM STANDARD DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 241019 • City of Tukwila BUILDING DIVISION \ I m ig RECEIVED CITY OF TWVILA SEP 13 Z019 PERMIT CENTER r REM. _... ..._.. .._- : F.P. HP.MfR:VFDBRAN INFEEbFPACERBEi1 "t1t23 I ;BAT -Y, FORCE CAIE I IRtA000WFOR/A 182 1 pBAI 1 Y OW PUSHER BAP I L5 8Al Y ',NEXEN' LAYER PUSHER BAR I32 ,...(,S 8AL- N 'NEXEN LAYER/A888 3d .,....I 8Al N APRON' rib 1.5 BAl N Ni IIjEl1•HIGH SPEED ....__.. 50185. /0.BAT...Y_.NEXFN- PALLET CHANS 80 • 1,5 BAL Y NDIF: Nl PMIERNGAP} MAY A7 REAKSPAd) GENERAL NOTES: BUBBLE NUMBERS RELATE 1O MARK NUMBERS ON SHIPPING BILL OR MATERIAL 8911 SPEC FICATONS fOR PAILE CUSTOMER: SNAS7ABEvWRAGES LOCATION: A, WA MACHNE S,N.: 01•A•1814089.28 CUSIDAER P.O. NCt,: 011230 EIECIRICAL SERVICE: 460 VOIIS F 3 Pl 180 rli PROGRAMMABLECONTROILER: COMPACtI NOWAK SERVO. CFM !t 80 PSI PAW; NlCtGRAtEDGRAYS8D0t0100; MOTORS. BAIDOR REDUCERS; DODGE MAX WEIGHT FOR A DYER OF PRea rl500 LK. MAX wow A FUII LOAD OF PRODUCr3061101 MAX. REAM WADNG AT ANY P¢R Ip00IB5 WEIGHT FOR MAN MACHINE AT SNIPPING 19500IBS. CUSI0MER3 RECEMNG DOOR SIZE: 10' (1255 'Yf=112 (1441 ANCHOR MACHNE AND FLOOR MOUNTED ACCESSORRS `AILN 0%R KWIK OUT/ CARTON STEEL WEDGE ANCHORS I Ira 511TLONG INSTALL PER ICCk$R 1911 AND MANUFACTURER'S NSIRUCPONS PROVIDE MINIMUM 3.I/4" EMBEDMENT IN 6" NICK f, = 3.000 PSI CONCRETE SUB RECEIVER CITY OF TUKWILA SEP 13 2019 PERMIT CENTER 'OF OF TUKWLA 1 2019 PERMIT CENTER INN1 =1,� SIIUTLER CONSULTING ENGINEERS Inc. 12503 Bet -Red Road, Suite 100 Bellevue, Washington 98005 (42 way. (425)450-4076 REVIEWtu i-UK CODE COMPLIANCE APPROVED APR 2 2 2020 City of Tukwila BUILDING DIVISION Pennn No. SITOhl Plan mew approval is subject to errors ana missions Approval of construction documents does lot auth inze the violation of any adopted code or 3rdenarce Receipt of approved Field Copy and conditions is acKnowiedgec. By. UN (0 — Oat %rty of Tutcwna Bt i!I r 'NG niVIS.. )N )3 SIDES "0 EXP. BOLT ED3Y4") PLAN -11'-1 I r Jog SHASTA CONVEYORS Tukwila, Washington swear No SKS-1 CALCULATED BY AH SCALE 3/4"=1'-0" (N)L.8x4x 46x0'-3" OR L6x4x546x0'-3" (DEPENDING ON HEIGHT NEEDED) (E)Y2"0 EXP. BOLT Mq OOJ7 (E)FOOT PLATE (E)CONVEYOR LEG (E)LEVELING ROD oF. DATE 2-26-2020 job No, 10-23.06 VS1ON 'NO3 RECEIVED CITY OF Tlil:\tiILA MAR 04 2020 CONVEYOR LEG PERMIT CENTER CONNECTION FIX SCALE: X"=1'-0" AM AM NMI SITUTLER Illik 11111M111 CONSULTING Mil ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX (425) 4504076 JOB SHASTA TI SHEET NO. COVER CALCULATED BY AH CHECKED BY JH SCALE JOB NUMBER 10-23.06 OF DATE 10/18/2019 DATE STRUCTURAL CALCULATIONS FOR: VP LINE CONVEYOR LEGS SHASTA TI 1227 ANDOVER PARKWAY EAST TUKWILA, WASHINGTON PROPOSED BY: PACFIC PACKAGING SYSTEMS, INC. BURIEN, WASHINGTON (206) 463-9141 DESIGN CRITERIA: CODE INTERNATIONAL EXISTING BUILDING CODE 2015 SEISMIC DESIGN INFORMATION: Ss = 143.2% Sds = 0.955 Si = 53.4% Sd1 = 0.534 SEISMIC DESIGN CATEGORY `D' REVIEWED FOR CODE COMPLIANCE APPROVED NOV 1 5 2019 • City of Tukwila BUILDING DIVISION EQUPIMENT VALUES: Rp 3.0 ap= 2.5 00= 2.0 le = 1.0 nal ON mil_ 0087 RECEIVED CITY OF TUKWILA NOV 0 7 2019 PERMIT CENTER AMEM SHUTLER _011- CONSULTING TIWITIE ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB S 14 A sTP)- cOnl Y PRS SHEET NO. OF CALCULATED B� Y } DATE 10 lb f'+C l SCALE r t Bib .. EN MEM NIL 11 ifillialli Irm IN Nindli "L'implilL11111 i Elm mom" !PTO Hill" Mat CM IN 1111111P1 II MITIrilliiiiimilliniji I II MOO _mu L s b,} rEmii rICIVEIVEll ri ME; KIIMilliell t v NMI IMILTAIMMI9 111111Lnra mom. wpm mg 1 r 1. ia. 411111MAINIIII 1111WWI crlptlon: Conveyor Legs oins... Shinier 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: 17 OCT 2019, 3:01PM fde 7 C;t1,1spislANNOCUME1ENERCA-41Shasta,ec6 Software ' LEWERCALC, MA98372019, Build:12.19.8.30 SHUTLER CONSULTING ENGINEERS Int bel Joint Coordinates X 1 0,0 2 0.0 3 0.0 4 0,0 5 1.50 6 1.50 7 1,50 8 1.50 0.0 1.170 8,830 10.0 0.0 1.170 8.830 10.0 X Translational Restraint Faced Y Translational Restraint Z Rotational Restraint Fixed Fixed join Tem deg 0 0 0 0 0 0 0 0 Members Member Label a c d b h Property Label HSS2x2x1/8 HSS2x2x1/8 HSS2>e2x1t8 HSS2x2x1/8 HSS2x2x1/8 HSS2x2x1/8 HSS2x2x1/8 HSS2x2x1.18 Endpoint Joints !Joint J Joint 1 2 2 3 3 4 5 6 6 7 7 8 2 6 3 7 Member Length 1.170 7.660 1.170 1.170 7.660 1.170 1.500 1.500 Releases Specify Connectivity of Member Ends to Joints I End J End x y z (rotation) x y z (rotation) Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Food Fixed Fixed Fbced Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed 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 a c cl f b h 1.170 7.660 1,170 1.170 7.660 1.170 1,500 1.500 1.170 7.660 1.170 1.170 7.660 1.170 1.500 1.500 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.410 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ... Materlals... Member Label Youngs ksi Density kcf Thermal Inklegr Yield ksi Default St; .1, 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= 400ps1, E Bend XX= 1800ksi, E BendMin XX= 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species= , Grade= Any, Class= Member e n Prop Label Group Tag Material Area Depth Width Ixx Iyy HSS2x2x1/8 Members I Steel 0,840 in^2 2.0 In 2.0 in 0,4860 inA4 0,4860 inM Joint Loads.... Joint Label Load Direction Note: Loads labeled "Global Y" act downward (in "-Y" direction), Load Magnitude Dead Roof Live Live Snow Seismic Wind Earth 4 I Global Y 4 I Global X 8 I Global Y -0.250 0.080 -0.250 Shutter Consulting Engineers, Inc. 12503 Bel -Red Road MI MEN BSu:llte 100, WA 98005 - (425) 450-4075 * Fax (425)450-4076 2-D Frame KW-06000346 8 I Global X Project Title: Engineer: Project ID: Project Descr: 5 - 3 Printed: 17 OCT 2019, 3:01PM Fj19=- CAOserstAndY0PPCNElelPiCkitS11astaed ; tght ALC, INC:1983-2019, (Mk1:12.19.8,30 0.080 SHUTLER CONSULTING ENGINEERS k StresslStrength Load Combin ASCE 7- 0 Load Combination Description Cd 0.2* ds* Dead Seismic RoofUve Live Snow Wind Seismic Rho Earth oad Combination +D+L+H +D+Lr+I-1 +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +040.60W+1-1 +0+0.70E41 +0+0.750Lr+0.750L+0,4150W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.600+0.70E+0.60H 0.9 1.0 1 1.0 1.25 1.0 1.15 1.0 1.25 1.0 1.15 1.0 1.6 1.0 0.9 1.0 1.6 1.0 1.6 1.0 1.15 1.0 1.6 0.60 0.9 0.60 1,0 1.0 1.0 0.750 0.750 0.750 0.750 0.750 0.750 0.750 0.750 0.750 0,750 0.60 0.450 0.450 0.60 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 1.0 0.60 0.60 Reaction Load Combinations E 7-1 Load Combination Des riptIon Dead Load Combination Factors RoofLive Live Snow Wind Seismic Earth 41 +0+Lr+H -+D+S+H +D+0.7501J+0,750L+H +D+0.750L10,750S+41 +0+0.60VV+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+FI +D+0.750L+0,750S+0.450W+H +0+0,750L+0.750S+0.5250E41 40.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only H Only 1.0 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 1.0 0.750 0.750 0.750 0.750 0,750 0.750 0.750 0.750 1.0 1.0 0.750 0.750 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 1.0 0.60 0.60 1.0 - - _ Shutter Consulting Engineers, Inc, 12503 Bel -Red Road Ink ■ Project Title: Engineer: Project ID: Project Descr: Suite 100 IIIIIIIIII Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450.4076 Printed: 17 OCT 2019, 3:01 PM erslAndy1DOCUME-1IENERCA-113haslmc6 lERCALC, INC.1963-2019, Oudd:12.19.&30 SHUTLER CONSULTING ENGINEERS Deflection Load Combinations ASCE 7.10 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+0.70E+H +D+0.750Lr+0.750L+0,450W+H +D+0.750L+0.750S+0,450W+H +0+0.750L+0.750S+0,5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Oniv H Only 1.0 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 1.0 0.750 0.750 0.750 0.750 0.750 0,750 0,750 0.750 0.750 0.750 1.0 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 1,0 1,0 0.60 0,60 1.0 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Label Joint Displacements X Y Z in in Radians 1 Max 1 Min 2 Max 2 Min 3 Max 3 Min 4 Max 4 Min 5 Max 5 Min 6 Max 6 Min 7 Max 7 Min 8 Max 8 Min 0.0 0.0 -0.000870 E Only E Only +0+0.6250E 0.0 0.0 -0.001656 +D+0.5250E +0.60D E Only 0.02064 0.000615 -0.000576 E only E Only +D+0.5250E 0.01083 .0000860 -0.001097 +04,5250E +0.600 E Only 0.4984 E only 0.2617 +0+0.6250E 0.002917 -0.000685 +D+0.70E +0+0.5250E 0.000652-0.001305 4(160D E Only 0.5220 0.003061 -0.000979 E Only +D+0.70E +0+0.5250E 0.2740 +0+0.5250E 0.000739 -0.001865 +0.60D E Only 0.0 0.0 -0.000870 E Only D Only +D+0.5250E 0.0 0.0 -0.001656 +0+0.5250E E Only E Only 0.02064 0.000144 -0.000576 E Only D Only +D+0.5250E 0.01083 +0+0.5260E -0.000615 -0.001097 E Only E Only 0.4984 0.001087 -0.000685 E Only OOnly +0+0.5250E 0.2617 +0+0.5250E 0.5220 E only 0.2740 +0+0.5250E -0.002614 -0.001305 E Only E Only 0.001232 -0.000979 D Only +0+0,5250E -0.002614 -0.001865 E Only E Only AM! 1111 IOW WI 2-D Frame ShuUer 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: 17 OCT 2019, 3:01PM = CAUsernAndy1DOCUME-11ENERCA-11Shestdee6 . SoIlware copyright ENERCAL,C, INC. 1983-2019, Buld:12.19.8.30 SHUTLER CONSULTING ENGINEERS Extreme oint Reactions Only Load Combinations giving maximum values are listed Joint Label X k Joint Reactions Y k k-ft 2 4 6 7 Max Min Max Min Max Min Max Min -0.0420 +0405250E -0.0560 +040.70E -0.0420 Max 41)40.5250E -0.0560 Min 40.0.70E Max Min Max Min Max Min -0.150 4u.son -0.9967 4040.70E 0.5967 40.60040.70E -0.250 DOny Extreme Member End Forces Only oad Combinations giv ximum values are IIsted mber Label a Min b Max b Min c Mac Min Max d Mia e Max e Min Axial -0.150 40.60D ber " I " End Forces Shear 0.0560 +04070E Moment Axial k-ft k 0.0 0.9967 40.60040.70E +0+0.70E -0.9967 0.0 0.0 0.150 4040.70E D Only +0.60D .0.600 -0.150 40,600 0.0560 .040.70E 0.2163 0.6208 +040.20E +0+0.70E -0.6208 0.0 0.0 0.150 4040.70E D Only D Only +0.60D -0.150 +0.60040.70E 0.0560 +040,70E 0.06552 0.250 +04).70E 4040.52506 -0.250 0.0 0.0 0.150 4040.5250E D Only Only +0.600470E 0.5967 40.60D40.70E 0.0560 +1)10.70E 0.0 0.250 .0.0.70E 0 0* -0.250 0.0 0.0 -0.5967 Only D Only +040.5250E +0.60D+0.70E 0.2208 +0.600+0.70E 0.0560 +0+0.70E 0.2163 0.250 +040,70E D Only -0.250 0.0 0.0 -0.2208 D Only D Only D Only 40.60040.70E b " End Forces Shear Moment k k-ft 0.0 0.06552 D Only +0.60040.70E -0.0560 0.0 4040.70E D Only 0.0 0.2126 Only 4D49.70E -0.0560 0.0 +040.70E D Only 0.0 0.0 D Only 40,600 -0.0560 0.0 40+0.70E 40.600.0.70E 0.0 0.06552 D Only 4040.70E -0.0560 0.0 4040,70E 0 Only 0.0 0.2126 0 Only +D40.70E -0.0560 0.0 40+0.70E D Onty Shutler Consulting Engineers, Inc. 1203,Del-Red Rd 11.1 II MEM SBelutevv10e0, WA 98005 Extreme ember End Forces be Min Max0 MTh h Max h Min b (425) 450 4075* Fax (425) 450-4076 Project Title: Cnyfiterr, Project ID: Project D cr: Member° " End Fones Axial Shear Moment k k k-ft Pointed: 17 OCT 2019, 3:01PM N pyrightENERCALC, 2019, Build:12.19.8.30 SHUTLER CONSULTING ENGINEERS Only Load CombinationsCombInationsgIvng maximum values are listed b " " End Forces Axial Shear Moment k k k-ft -0.150 0.0560 0.06552 0.250 +0.60D +LO+0.70E +0+0.70E +0+0.70E -0.250 0.0 0.0 0.150 +0+0.70E 0 Only D Only +0.60D 0.0 0.0 0.0 0.0 +0+0.70E 0 Only D Only D Only 0.0 0 Only 0.0 +0.600+0.70E 0.0 D Only -0.3758 40-.0.70E 0.0 +0.60D -0.3708 .0.60040.7oE -0.2819 40+0.70E 0.0 +0.60D -0.2781 +0.600+0.70E 0.0 +0+0.let 0.0 D Only 0.0 +0,600+0.70E 0.0 D Ordy -0.0560 +040.70E 0.3758 +040.706 0.0 CI Only 0.3708 411600+0.70E 0.0 +0,600 0.0 +0.600 0.0 +0+0.70E 0.0 Cray -0.2819 -oD+0.70E 0.0 +0.60D -0.2781 +0.600+0.70E Extreme Member Forces Only Load CombinationsComblnatlons givingmaximum valuesare listed Mmbr Label Axial Disi frorn 'I'Joint Moment Dlst from 'I Jaint Shear flist from T Joint a 0.9967k 0.0 ft -0.001003k-ft 0.0238811 0.0560 k 0.0 ft Max +01-0. 70E +D+0.5250E +0+0.70E a 0.150k 0.0 ft -0.06552 k-ft 1.170 ft 0.0420 k 0.0 ft Min +0.600 +D+0.70E +-D+0.5250E b 0.6208k 0.0 ft 0.2163k-ft 0,0ft 0.0560 k 0.0 ft Max +0+0.70E +0+0.70E +D+0.70E b 0.150k 0.0 ft -0.2126k-ft 7,660ft 0.0420 k 0.0 ft Min 40.600 +0+0.70E +0+0.5250E c 0,250k 0.0 ft 0.06552 k-ft 0,0 ft 0,0560 k 0.0 ft Max +D+0.5250E +0+0.70E +0+0.70E c 0.150k 0.0 ft 0.001003 k-ft 1.146ft 0.0420 k 0.0 ft Min +0.600+0.70E +0+0.5250E +0+0.5250E d 0,250k 0.0 ft -0.001003 k4t 0.02388ft 0,0560 k 0.0 ft Max D Only +0+0.5250E +0+0.70E d -0.5967k 0.0 ft -0.06552 k-ft 1.17011 0.0420 k 0,0 ft Min +0.600+0.70E +0+0.70E +0+0.5250E e 0.250k 0.0 ft 0.2163k-ft 0,0 ft 0.0560 k 0.0 ft Max 0 Onty +0+0.70E +D+0.70E e -0.2208k 0.0 fl -0.2126 k-ft 7.660 ft 0.0420 k 0.0 ft Min +0,50D+0.70E +0+0.70E +0+0.5250E f 0.250k 0.0 ft 0,06552 k-ft 0.0ft 0.0560 k 0.0 ft Max +D+0.70E +0+0.70E +D+0.70E f 0.150k 0.0 ft 0,001003 k-ft 1.146ft 0.0420 k 0.0 ft Min 40.600 +D+0.5250E 40+a5250E g 0.0k 0.0 ft 0.2819 k-ft 1.50ft -0.2819 k 0.0 ft Max +0.600+0.70E +0+0.5250E q 0.0k 0.0 ft -02819 k-ft 0.0 ft -0.3758 k 0.0 fl Min +0+0.70E +0+0.70E h 0.0k 0.0 ft 0.2781 k-ft 1.5011 -0,2781 k 0.0 ft Max +0.60D+0.70E +0+0,5250E h 0.0k 0.0 ft -0,2781 k-ft 0.0ft -0.3708 k 0.0 ft Min +0,6,00+0.70E +0.600+0.70E Member Stress Checks... Stress Checks per AISC 360-10 & NDS 2012 Member Label Section Label 1 Materlal 1 Max. Axial + Bending Stress Ratios Load Combination Ratio Status Dist (ft) Max. Shear Stress Ratios Load Combination Ratio Status Dist (ft) a b c d e Members Members Members Members Members Steel Steel Steel Steel Steel +D+0.70E +D+0.70E +0+0.70E 40.60D+0.70E 40.60D+0.70E 0.065 0.161 0.050 0.057 0.161 PASS PASS PASS PASS PASS 1.17 0.00 0.00 1.17 0.00 +0+0.7tIE +0+070E +D+0.70E +0+0,70E 40+0.70E 0.008 0.008 0.008 0.008 0.008 PASS PASS PASS PASS PASS 0,00 0.00 0.00 0.00 0.00 Shutler Consulting Engineers, Inc. Project Title: II ICCI. — 7 1 Lava Del -Nell MOM LI ly Via■ Suite 100 Project ID Bellevue, WA 98005 Project De .,.,_.� Mr _ _ (425) 450-4075 * Fax (425) 4504076 2-D Frame Lic. # : KW-06000346 Member Stress Checks... Member Label Section Lobci ( Material Max. Axial + Bending Stress Ratios Load Combination Patio status Dist ( I I a h Members Steel Members Steel Members Steel40-60D*0.70E *ice-70E 0.050 PASS 0 *0-66o+0.70E 0.193 PASS 1 0.191 PASS 0 cr: Printed: 17 OCT 2019, 3:01 PM Flle-.C:lUsersWidyIDOCUA -i1ENERCA:1lShasta.ec6 Software copyright ENERCALC, INC.1983.2019, Build:1219 830 SHUTLER CONSULTING ENGINEERS Stress Checks per AISC 360.10 & NDS 2012 } 0 0 0 Max. Shear Stress Ratios Load Combination Ratio Status Dist (ft) +0+0.70E 0.008 PASS 0.00 +0+0.70E 0.055 PASS 0.00 +0.60D+0.70E 0.054 PASS 0.00 NW MEI 2. D 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:17 OCT 2019, 3:01 PM Flo =.CAUserslApdylp000ME-11E1 RCA-115hasta.ec6 Software copyright ENERCALC, INC. 1983-2019, tau t:1219.8.30 Lic. # : KW-06000346 SHUTLER CONSULTING ENGINEERS VACS rq�� xegn9 • r. 0 0 • Shutter C,onsulting Engineers, Inc. ME AIM MEI 12503 Bel -Red Road Ma MI Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 Description : Conveyor Frames Out of Plane Project Title: Engineer: Project ID: Project Descr. Printed: 18 OCT 2019, 9:20AM GIUsersAndy1DOCIJME-liENERCA-11Sliasla.ec6 Software co. *ghl ENERCALC, INC. 1983-2019, Bu0k12.19.8.30 SHUTLER CONSULTING ENGINEERS oints_ Joint Label 1 2 3 4 5 6 7 8 Joint Coordinates X ft ft 0.0 0.0 0.0 1.167 12.833 14,0 14.0 14.0 0.0 8.833 10,0 10.0 10.0 10,0 8.833 0.0 X Translational Restraint Fixed Fixed Y Translational Restraint Fixed Fixed Z Rotational Restraint Fixed Fixed Join Tem deg 0 0 0 0 0 0 0 0 Members... Member Label A B E F G H J Property Label HSS2x2x1/8 HSS2x2x1/8 HSS3x2x1/4 HSS2x2x1/8 HSS3x2x1/4 HSS2x2x1/8 HSS3x2x1/4 HSS2x2x1I8 1-1 1 Endpoint Joints I Joint J Joint 1 2 2 3 3 4 2 4 4 5 5 7 5 6 6 7 7 Member Length 8,833 1.167 1.167 1.650 11.666 1.650 1,167 1.167 8.833 Releases Specify Connectivity af Member Ends to Jonts I End J End x y z (rotation) x y z (rotation) Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Frxed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed ember Stress Check Data... Member Label Unbraced Lengths Lu:z ft Lu:y Slenderness Factors K : z K : y AISC Bending & Stability Factors Cm Cb A B E F G H J 8.833 1.167 1.167 1.650 11.666 1.650 1.167 1,167 8.833 8,833 1.167 1.167 1.650 11.666 1.650 1.167 1.167 8.833 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1,000 1.000 1.000 1.000 1.000 1,000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Materials... Member Label Youngs ksi Density kof ThermalYield in/degr 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= 35,00, FbT= 1000psi, FbC= 1000psi, Fv= 1000psi, Ft= 1000, Fc= 400psi, E Bend XX= 1800ksi, E BendMin XX= 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species= , Grade= Any, Class= ber Sections... Prop Labe GroupTag Material ea Depth Width x HSS3x2xt/4 Typical Beam I Steel Steel 0.840 in"2 1,970 in42 2.0 in 3.0 in 2.0 in 2,0 in 0.4860 in"4 2.130 inki 0.4860 in"4 1.110 inkl Joint Loads.... Note: Loads labeled 'Giobat Y" act downward (in "-Y" direction) I Load Joint Label Direction Dead Roof Live Live Load Magnitude Snow Seismic Wind Earth /IR AIM 2DFrame- Shutler Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 3 I Global Y I 0.250 3 I Global X Project Title: Engineer: Project ID: 5r Project Descr: Printed: 18 OCT 2019, 9:20AM File= CAUserskAndy1DOC ME 1IENERCA .11Shastae6. Software copyright ENERCALC, INC.1983-2019, Build:1219830 . SHUTLER CONSULTING ENGINEERS 0.080 k k Shutler Consulting Engineers, Inc. 2503 Bel -Red Road Suite 100 Bellevue, WA 98005 1111111 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: Printed: 18 OCT 2019, 9:20AM Ede = C:U.IsefsiAndy1DOCUME-ViEffERCA-11Shastaec6 • Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.30 SI-1U TLF.R CONSULTING ENGINEERS oint oads.... Note: Loads labeled °Gtobal Y act downward "-Yn direction Joint Label 6 6 Load Direction Global Y Global X Load Magnitude Dead Roof Live Live Snow Seismic Wind Earth 0,250 0.080 k k /Strength Load Combination ASCE 7-10 Load Combination Description Cd 0.2*Sds* Load Combination Factors Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+Lr+I-1 1-D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0,60W+H +1.134D+2.10E+H +D+0.750Lr+0.750L+0.450W+H +D+0,750L+0.750S+0.450W+H +1,100+0.750L+0.7505+1.575E+H +0.60D+0.60W+0.60H +0.46630+2.10E+0.60H 0.9 1.0 1.0 1 1.0 1.0 1.0 1.25 1.0 1.0 1.0 1.15 1.0 1.0 1.0 1.25 1.0 0.750 0.750 1.0 1.15 1.0 0.750 0.750 1.0 1.6 1.0 0.60 1.0 0.9 1.0 0.1337 2.10 3.0 1.0 1.6 1.0 0.750 0,750 0.450 1,0 1.6 1.0 0.750 0.750 0.450 1.0 1.15 1.0 0.1003 0.750 0.750 1.575 3.0 1.0 1.6 0.60 0,60 0.60 0.9 0.60 -0.1337 2.10 3.0 0.60 Reaction Load Combinations ASCE 7-10 Load Combination Description Dead Load Combination Factors Roof Live Live Snow Wind Seismic Earth -FD+1-1 +D+L+H +D+Lr+1-1 +D+S+H 40+0.750Lr+0,750L+H +D+0.750L+0.750S+H +0+0.60W+H +040,70E41 +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only VV Only E Only H Only 1.0 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 1.0 0.750 0.750 0.750 0.750 0.750 0.750 0,750 0.750 0.750 0.750 1.0 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 1.0 1.0 0.60 0.60 1.0 JINNI I= Ma. 2-D Frame Lie. # : KIN.06000346 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: 18 OCT 2019, 9:20AM File = CAUserslAndyID0CUME-11ENERCA-11Shasia.ec6 Softwae Id ENERCALC, INC. 1983-201% 803d:1219.8.30 SHUTLER CONSULTING ENGINEERS flection Load Combinations ASCE 7.10 Load Combination Description Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth +D+H +D+L+H 4D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750540.5250E+H +0.60D+0.60W+0.60H 40.60D+0.70E+0.60H 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 1.0 1.0 0.60 0.60 1.0 1.0 1.0 1.0 0.750 0.750 0.750 0.750 0.750 0.750 0.750 0.750 1.0 1.0 0.750 0.750 1.0 0.60 0.450 0.450 0.60 1.0 0.70 0.5250 0.70 1.0 1.0 tO 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.60 0.60 1.0 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Label Joint Displacements X In in Radians Max 1 Min 2 Max 2 Min 3 Max 3 Min 4 Max 4 Min 5 Max 5 Min 6 Max 6 Min 7 Max 7 Min 8 Max 8 Min 0.0 0.0 0.0 E Only E Only D Only 0.0 0.0 0.0 +D+0.5250E D Only E Only 0.6827 0.000262 -.0000040 E Only E Only +0.60D -.0000450 -0.001088 -0.002252 D Only D Only E Only 0.7054 .0000360 .0000050 E Only E Only D Only 0.0 -0.001229 -0.001623 D Only D Only E Only 0.7053 -0.000683 .0000060 E Only +0.60D 0 Only 0.0 -0.02176 -0.001282 +0.600 E Only E Only 0.7053 0.02176 -.0000030 E Only E Only +0.600 0.0 -0.001138 -0.001282 D Only D Only E Only 0.7054 -.0000360 -.0000030 E Only E Only +0.600 0.0 -0.001255 -0.001623 40.600 +0.0.70E E Only 0.6827 -0.000262 .0000070 E Only E Only 0 Only .0000270 -0.001271 -0.002252 40.60D 4D+0.70E E Only 0.0 0.0 0.0 E Only E Only +0.60D 0.0 0.0 0.0 +0+0.5250E +0+0.70E E Only dim Shutter Consulting Engineers, Inc. 12503 Bel -Red Road 1111111111 Suite 100 Bellevue, WA 98005 (425) 450-4075 * Fax (425) 450-4076 MI WI Project Title: Engineer: Project ID: Project Descr: 3 Printed: 18 OCT 2019, 9•20AM Sohn:lie; DOCUME-RENERCA-1%Shastam6 'illihtseErsNEWIrIRCALC, 1983-2019, Bulld:12.19.8.30 . A SHUTLER CONSULTING ENGINEERS Extreme Joint Reactions Joint Label 2 3 4 5 6 7 8 Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Only Load Combinations giving maximum values are listed X k Joint Reactions k k-ft .000060 D Only -0,080 E Only -.0000360 40600 -0.080 E Only 0.250 0.3783 0 Only E Only -0,06025 -0.000186 E Only D Ord)! 0.2922 4040.70E 0.06025 E Only 0.3783 E Only 0.000112 40.60D Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label Axial Member " I " End Forces Shear k Moment Axial k-ft Member " J " End Forces Shear k A Max A Min Max Min Max Min Max MiE Max E Mrn 0.250 D Only -0.009942 4e.4630-.2.1oE 1.105 +1.134D+2.10E 0.1478 40,600 0.7324 40.4663D+2.10E -0.002053 Only 0.004142 D Only -1.190 40.4663D+2.10E .0000680 +1.134D+2.10E .0000280 +0.46630+2.10E 0.1680 +0.4663D+2.10E -.000060 D Only 0.002053 D Only -0.5644 +0466304 10E 0.8244 40.4663D+2.10E -0.003745 0 Only 0.001154 D Only -0.1545 +0.4663D+2.10E 0.0 40.60D -0.1265 +1.134D+2.10E 0.7943 40.46630+2.10E -0.000186 D Only 0.000146 D Only -0.4407 + 8466304210E 0,2180 + 0.4663D+2.10E -0.002250 Only 0.000197 D Only -0.2487 40.4663D+210E 0.000413 D Only -0.7378 +0.46630+2.10E 0.009942 +0.46630+2.10E -0.250 Only -0.1478 40.60D -1.105 +1.134042.10E 0.002053 Only -0.7324 +0.46630+210E 1.190 +0.46630+210E -0,004142 D Only -.0000280 40A6630+2.10E -.0000680 +1.134D+210E .000060 D Only -0.1680 +0.4663D+210E 0.5644 40.466304210E -0.002053 D Only 0.003745 D Only -0,8244 40A6630.2. TOE 0.1545 40.46630+2.10E -0.001154 D Only 0.1265 +1.134D+2.10E 0.0 +0.60D Moment k-ft 0.6894 40.4663D+210E -0.000343 D Only 0.002250 D Only -0.2180 +0.46630+2.10E 0.7441 +0.4663D+2.10E -0.002120 D Only 0.001707 D Only -0.006313 +0.4663D+2.10E -0.000248 40.60D -0.7384 +1.134D+2.10E 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: 18 OCT 2019, 9:20AM File= CAUsorsiAody1D0CUME-11ENERCA-11Shastaoc6 • Software ...wigLENFRCALC, INC. 1963-2019, Build:12.19.8,30 HUTLER CONSULTING ENGINEERS Etreme MemberEnd Forces Only Load Combinations giving maximum values are li Member Labe Member" I " End Forces Axial Shear k k Moment k-ft Member J End Forces Axial Shear Moment k k k-lt F Max Min G Max G Mb H Mox Min Max Min 1.197 +1.1340+210E 0.002485 + 0.60D -0.001232 . 0.60D -0.7357 +1.1340+210E 0.2463 D Only -0.7113 40,4663042,10E 0.4099 +1.1340+210E 0.150 +0.60D -0.000692 40.60D -0.1564 41.134D+2,10E 0.8304 +1,134D+2.10E 0.002247 +0.600 -0.001232 +0.60D -0.5677 +1.1310+2.10E 0.1681 .1.1340+2.10E .0000360 4-0,60o - 0.001024 40.60D - 0.009044 +1.134D+2.10E 0.7475 +1,134D+2.10E 0.001272 +0.600 -0.001350 .0.60D -0.2216 +1.134D+2,10E 0.690 41.134D42.10E 0.000206 40.60D -0.002485 40.60D -1.197 +1.1340+2.10E 0.7357 +1.1340+2.10E 0.001232 *0.600 0.7113 4-0.46630+210E -0.2463 D Only -0.150 40.600 -0.4099 +1.1340+210E 0.1564 -11.13404-2.10E 0.000692 + am -0.002247 . 0.60D -0.8304 +1.1341N-210E 0.5677 +1,134D+2.10E 0.001232 40.60D -.0000360 40.60D -0.1681 41,134D+2.10E -0.000116 .0.60D -0.2490 +1.1340.2.10E 0,2216 +11.1340+210E 0.001350 40.60D -.0000880 40.60D -0.4409 +1.134042.10E 0.7946 +1.1340+2.10E 0.000112 .0.600 Extreme Member Forces Only Load Combinations gving inaxlrnum values Iisted Mmbr Label Axial Dist om "I' Joint Monient Disim "I' Joint Shear Disi from "1" Joint A 0.009942k 0.0 ft 0.7943k-ft 0,0 ft 0,1680 k 0.0 ft Max +0.46630+2.10E +0.46630+2.10E +0.46630+2.10E A -0.250k 0.0 ft -0.6894 k-ft 8.83311 0.1259 k 0.0 ft Min D Only +0.46630+2.10E +1.10041,575E B -0.1478k 0.0 ft 0.2180 k-ft 1.167 ft 0.002053 k 0.0 ft Max +0.600 +0.4663D+2.10E 0 Only B -1.105k 0.0 ft -0.4407 k-ft 0.0f1 -0.5644 k 0.0 ft Min +1.1340+2.10E +0.46630+2*10E +0.4663D+2.10E C 0.002053k 0.0 ft 0.2180k-ft 0.011 0.8244 k 0.0 ft Max D Only +0.4663D+ 2. 10E +0.46630+2.10E C -0.7324k 0.0 11 -0.7441 k-ft 1.167ft -0.003745 k 0.0 ft Min +0.46630+2.10E +0,4663D+2.10E D Only D 1.190k 0.0 ft 0.006313k-ft 1.65011 0.001154 k 0.0 ft Max +646630+2.10E +0.46630+2.10E 0 Only D -0.004142k 0.0 ft -0.2487k-ft 0.011 -0.1545 k 0.0 ft Min 0 only +0_46630+2.10E +0.46630+2.10E E 0.0k 0.0 ft 0.7384 k-ft 11.66611 -0.09489 k 0.0 ft Max +1,1340+2.10E +1,100+1.575E E 0.0k 0.0 ft -0,7378k-ft 0.0ft 4.1265 k 0.0 ft Min +0.46630+2,10E +1.1340+2.10E F -0.002485k 0.0 ft 0.2490k-ft 1.650ft -0,000692 k 0.0 ft Max +0.60D +1.134D+2.10E +0.60D F -1.197k 0.0 ft -0.009044 k-ft 0.011 -0,1564 k 0.0 ft Min +1.1340+2.10E +1.1340+2.10E +1.1340+2.10E G 0.7357k 0.0 ft 0,7475k-ft 0.011 0,8304 k 0.0 ft Max t 1.1340+2.10E +1.1340+2.10E +1.1340+2.10E G 0.001232k 0,0 fl -0,2216 k-fl 1.167 ft 0.002247 k 0,0 ft Min +0.600 +1.1340+2,10E sa 60D H 0.7113k 0.0 ft 0.4409 k-ft 1.167 tt -0.001232 k 0.0 ft Max +0.46630+2.10E +1.1340+2.10E +0.600 H -0.2463k 0,0 ft -0.2216 k-ft 0.0 ft -0.5677 k 0.0 ft Min D Only +1.1340+2.10E +1.1340+2.10E J -0.150k 0.0 ft 0.690 k-ft 0.0 ft 0.1681 k 0.0 ft Max +0.600 +1.1340+2.10E +1.1340+2.10E J -0.4099k 0.0 ft -0.7946 k-ft 8.833ft 0.1261 k 0.0 ft Min +1.1340+2.10E +1.1340+2.10E +1.100+1.575E Aimm Agog Shutter Consulting Engineers, Inc, 12503 Bel -Red Road 111111111. Suite 100 Bellevue, WA 98005 2-D Frame Uc. tt : KW-06000346 (425) 450-4075 * Fax (425) 450-4076 Project Title: Engineer: Project ID: Project Descr: - Is Printed: 18 OCT 2019, 9:20AM Ale = C:VUsers1AedylDOCUME-11ENERCA-11Shastaec6 . Sothvare ctENERCALC, INC. 1983-2019, Boild:12.198.30 SHUTLER CONSULTING ENGINEERS Member Stress Checks.. Stress Checks per AISC 360.10 & NDS 2012 Member Label Section Label Material Max. Axlal + Bending Stress Ratios Load Combine ion Ratio Status Dist (ft) Max. Shear Stress Ratios Load Combination Ratio Status Dist (ft) A 0 E F G H J Typical Typical Beam Typical Beam Typical Beam Typical Typical St Steel Steel Steel Steel Steel Stee Stee Stee +1.1340+2.10E +1.1340+2.10E +0.46630+2.10E +0.4663D+2.10E +1.134D+2.10E +1.1340+2.10E +1.1340+2.10E +0.46630.2.10E +1.13404210E 0.557 0.325 0.169 0.194 0.162 0.196 0,170 0.317 0.577 PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 0.00 1.17 0.00 11.67 1.65 0.00 1,17 8.83 10.4663D+2.10E +0.466310+210E +0.466313+2.10E 40.4663D+2.10E +1.134D+2.10F +1.1340+210E +1.1340+2.10E +1.134D+2,10E +1,134D+2.10E 0.024 0.082 0.043 0.022 0.007 0.023 0.043 0.082 0.024 PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 AIM 11111 III MIMI Shutter Consulting Engineers, Inc. 12503 Bel -Red Road Suite 100 Bellevue, WA 98005 (425) 450-4075 *Fax (425) 450-4076 Project Title: Engineer: $ - t b Project ID: Project Descr: Printed: 18 OCT 2019, 9:20AM 2 DFrame Lic. # : KW06000346 FBe = C:Ulsers1AndyI000lIME-11ENERCA-11Shastaec6 Software copyright ENERCALC, INC. 1983-2019, 8uid:1219.8.30 SHUTLER CONSULTING ENGINEERS` t '1 i all141.11IM SHUTLER _�- CONSULTING IfiNIIMM ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 SHEET NO. 5-1 /�� � CALCULATED BY TI14 rA ON �r jri ' . '' Fri r • r +7! F V ^ 6 p 3 OT " C 7 0 , . a ' p ! ' ._ er c \a- ESi-. (• t PCFS `1' C 14 \S 0.3 1 w. �. 0 9- i61 .57 >' 11 �. . . III I www.hilti.us 1141116179 Profis Anchor 2.8.0 Company. Specifier. Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: 10/18/2019 Specifier's comments: 14 PO Ow OE Li405 1 input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, 0, E, or F) Kwlk Bolt Tl - CS 1/2 (3 1/4) h = 3.250 in., h,,,,,, = 3.625 in. Carbon Steel ESR-1917 4/1/2018 j 5/1/2019 Design method ACI 318-11 / Mech_ eb = 0.000 in. (no stand-off); t = 0.500 in. x ly x t = 6.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated S shape (AISC); (L x W x Tx FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. cracked concrete, 2500, f,` = 2,500 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) R - The anchor calculation is based on a rigid basepiate assumption. Geometry [in.] & Loading [Ib, in.lbj Z Input data and results must be checked tar agreement with the existing condition and for piausibgf yI PROFIS Anchor ( c) 2003-2009 Hilt AG, FL-9494 Schaan Mt is a registared Trademark of }tiIi AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: 5- I9 Page: Project Sub -Project 1 Pos. No.: Date: Profis Anchor 2.8.0 2 10/18/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions obi Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,428 85 85 0 2 1,428 85 85 max. concrete compressive strain: max. concrete compressive stress: resulting tension force in (x/y)=(O.000/0.000): resulting compression force in (x/y)=(0.000/0.000): Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension Toad 0 Load Nye [lb] Capacity # Nn [lb] Util Steel Strength" 1,428 8,Ct29 Pullout Strength* 1,428 2,396 Concrete Breakout Strength 2,856 3,424 anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength = ESR value # N.eNua Variables Asc.H [in.2] 0.10 Calculations N. [Ib] 10,705 Results N, [Ib] 10,705 3.2 Pullout Strength Nit = Now b # Nant 2 N a refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 f„t. [psi] 106,000 Q ewel 0.750 _o 2500 4 nandackle 4) N. [Ib] N,,0 [Ibl 1.000 8,029 1,428 refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 Variables fc [Psi] ?, a No.2500 [lb] 2,500 Calc 1.000 Results Nei, [Ib] 4,915 1.000 4,915 concrete # s lsiilc 0.650 0.750 n N,a/# Nn Status 18 4K 60 OK 84 OK # N). [Ib] N. [Ib] 1.000 2,396 1,428 nondoctie Input data and results must be checked for agreement uAtti the edseng conditions and for plausibilltyl PROFIS Anchor ( c) 25103.2009 H1111 AG, FL-9491 Schaan Hi la IS a registered Trademark a! Hui AG, Schoen www.hIlli.us =Ma Profis Anchor 2.8.0 Company: Specifier Address: Phone I FaxE-Mail: Page: Project: Sub -Project I Pos. No.: Date: 10/18/2019 3.3 Concrete Breakout Strength Nag = (AA-j-4:co) kilecN edp cpt) Nb Ntha A see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) A= 9 1 ) 3 her ed,N = 0.7 + 0.3 (d 5 1.0 w co.4 mAxiCe 1.5herN < 0 Cee Clue Nb kc Xe 'NfTrchel`5 Variables No [in.] 3.250 ACI 318-11 Eq. (D-4) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (0-6) e,i,n gni e-a,n [ki.1 c„,,rd„ (in.] 0.000 0.000 On.1 (Psi] 7.500 17 1.000 2,500 0.1,1 1.000 Calculations Arts [in.21 ANco [in.) Weetn 41 ecZN 41 ed,N 'V enN Nb Ob] 134.06 95.06 1.000 1.000 1.000 1.000 4,980 Results Nthj [Ib] 4) cencrete 4] seismic 0 rtenductile ti) Ncbg [lb] N,.,„ [lb] 7,023 0.650 0.750 1.000 3,424 2,856 Input data and results Moot be checked for agreement with the existing conoltions and for plausiblityl PROFIS Anchor ( c )2003-2009 P100 AG, FL-9491 Sthaan Ilit6 is a registered Trademark of Ifni AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.8.0 4 10/18/2019 4 Shear load Load V„.. [lb] Capacity 4 Vn [ib] Utilization [)<, = VU,f$ Vn Status Steel Strength" 85 3,572 3 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength" 170 9,833 2 OK Concrete edge failure In direction** NIA N/A N/A N/A anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength ESR value Voted 2 Vuo refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 Variables Aea.v fn.') f [psil 0.10 Calculations V:eAa (lbi 5,495 Results (IbJ 5,495 106,000 15 steel 0.650 • ndndusa . 1.000 4.2 Pryout Strength Vcps = !cep L (AANcd) 4t e5N 4, with o.N W P.N Nei Azft seeAC1318-11, Part D.5.2.1, Fig. RD.5.2.1(b) Awe =9hr b V, [IbJ 3,572 ACI 318-11 Eq. (0-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) W ao.N (r t3N ] s 1,0 AC1318-11 Eq. (0-8) 11ed,N0.7+.3 (4) 1.0 cpN -MAXM(ce,,'1.5h`'r) 51.0 ��tac'" ' Gc Nb = kc A, a Irc h,i Variables ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) AC1 318-11 Eq. (D-6) Va, [IbJ 85 k, he [In.] eh,N (In.] ecz,N in.) c.mtn M.1 2 3.250 0.000 0.000 W 0.17 cad RN k, A. a fc [psi] 1.000 7.500 17 1.000 2,500 Calculations ANc f n ZI AN03 [in-2] W 4.1.N W so2,N 134.06 95.06 1.000 1.000 Results V� [IbJ + z«,�se + sdsnic 14,047 0.700 1.000 1. ed>v 1.000 V [ibl 1.000 Nb [lb] 4,980 Input data and results must be checked Wragreemem with the existing condidona and for plausibility' PRORS Anchor ( c ) 2003.2009 Hdtl AG, FL-9494 Schoen Hu is a registered Trademark d1 H9I AG. Swan www.hilt!.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.8.0 5 10/18/2019 5 Combined tension and shear loads PN ]iv Utilization [iNy [%] Status 0.834 0.024 1.000 72 OK #31,Tv=(RN+13v)/1.2<-1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means bad 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 V 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 ACt 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given In ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part 0.3.3.5.3 (c). • Part D.3.3.4.3 (b) 1 part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part 0.3.3.4.3 (c) 1 part 0.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension 1 shear obtained from design load combinations that include E, with E increased by 0Io. Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing ooncEtions and for plausibility! PROFIS Anchor (c) 2003-2009 HOII AG, FL-9494 Sdwan HMI is a registered Trademark of Hari AG, Srhaan -(23 www.hiiti.us Profis Anchor 2.8.0 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 10/18/2019 Specifier's comments: our OF 11 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Kwik Bolt TZ - CS 1/2 (3 1/4) heract = 3.250 in., h„n, = 3.625 in. Carbon Steel ESR-1917 4/1/2018 15/1/2019 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 6.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated S shape (RISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. cracked concrete, 2500, ff = 2,500 psi; h = 6.000 In. hammer drilled hole, Installation condition: Dry tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) R - The anchor calculation is based on a rigid haseplate assumption. Geometry [in.] & Loading [Ib, in.ib] z Input data and results must be checked for agreement with the existing conditions and for plausibtiltyl PROFIS Anchor ( c) 2003-2009 NM AG, FL-9494 Schwan Hi6 is a registered Trademark of Hite AG, Schrum 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 70 0 70 2 2,138 70 0 70 max. concrete compressive strain: max_ concrete compressive stress: resulting tension force in (*)=(0.000/2.000): resulting compression force in (xiy)=(0.000/-2.449): Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load 0.25 f%31 1,105 [psi] 2,138 [lb] 1,978 [Ibil Profis Anchor 2.8.0 Page: 2 Project: Sub -Project I Pos. No.: Date: 10/18/2019 Load N., Obi Capacity 4) N. [lb] Utilization 13,,= NJ4 N„ Status Steel Strength* 2,138 8,029 27 OK Pullout Strength* 2,138 2,396 90 OK Concrete Breakout Strength** 2,138 2,428 89 OK ' anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength = ESR value 4, Nea N,. Variables ASO,N [in.21 refer to ICC-ES ESR-1917 ACI 318-11 Table 0.4.1.1 6[01 0.10 Calculations N. [lb] 10,705 Res u Its [lb) 10,705 3.2 Pullout Strength = Np,250,0 4) Variables 1.000 106,000 4. deal 2,500 Calculations 2500 1.000 Results Non.‘ [1b1 4,915 Ns„ [lbj N,„ [Ib] 0.750 1.000 8,029 2,138 2500 (1) C.crete 0.650 refer to ICC-ES ESR-1917 ACI 318-11 Table 0.4.1.1 Np,2500 [lb] 4,915 sekirric nanductle (Ib] Noa [lb] 0.750 1.000 2,396 2,138 Input data and results must be checked for agreement with the existing conditions and (or plausititityl PROFIS Anchor ( c ) 20334039 Hill AG, Ti.-0494 Schaal Hitt Is a registered Trademark of FRS AG, Schoen 11141116T1 Profis Anchor 2.8.0 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project 1 Pos. No.: Date: 3 10/18/2019 3.3 Concrete Breakout Strength / Nctg kAwo) ec,N edJ4N1c.N V ep,N Nb (I) 14,bg Nu. AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) Amp = 1 = 24)s 1.0 3 ho bd,N = 0.7 0.3 (at.) s 1.0 c 1 5h = max( ,a'"E' 61) 5 1.0 Nb k, X.„ Afirch,45 ACI 318-11 Eq. (D-4) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq, (D-6) Variables hog [in.] egi.N eaN [in.] cb Jnin [in.J 3.250 0.000 0.000 cb, kg X. t[psi] 7.500 17 1.000 2,500 c,i+1 1.000 Calculations AN, lin.21 Atm [in-2] V eol,N W eci244 V ed.N V ciP.N 95.06 95.06 1.000 1.000 1.000 1.000 Results Na, [lb] 4, concrete 4, seismic 4, nonducele 4, Isla, [lb] Nbb [lb] 4,980 0.650 0.750 1.000 2,428 2,138 Nb [lb] 4,980 Input data and resifts must be checked for agreement WM the mdsfing conditions and to plausibiRtyl PROFIS Anchor ( c ) 2003-2009 HMI AG, FL-9494 &Ivan H is a registered Trademark of Hgli AG, Schaan 4. www.hilti.us Profis Anchor 2.8.0 4 Company: Specifier. Address: Phone I Fax: E-Maif: [ Page: Project Sub -Project I Pos. No.: Date: 10/18/2019 4 Shear toad Load V. [Ib] Capacity $ Va [lb] Utilization pv = V„elf Vn Status Steel Strength* 70 3,572 2 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength'* 140 9,833 2 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 =ESR value y Vsteel 2 Vua Variables Asev [in.2] refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 foie [Psi] 0.10 Calculations V� [lb) 5,495 Results Vsa.ea [Ib] 5,495 106,000 Q steel 4, nondecele 41 V. (lb] Vua (lb] 0.650 1.000 3,572 70 4.2 Pryout Strength Vge —k`p[(Arim)wecNweaNwct icpNNbJ V,,, a V„a ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) Aug = 9 het 151.0 IV ed,N = 0.7 + 0.3 (1 Shot) S 1,0 t =MAX/ca.r R 1.5hoi\ S 1A col\ Cac ' Cac J Nh = ke a' hqs ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kep hd [in.] ec1,N [in.] eu,N [in.] ca.,,;,, [in.] 2 3.250 0.000 0.000 aN Coo [in.] kc X e fe [Psi) 1.000 7.500 17 1.000 2,500 Calculations Ara [im2] Aft, [ice 2] kit eetN w ee2.N IV ed.N limn 134.06 95.06 1.000 1.000 1.000 1.000 Results ff11 A Vcpg tib) 4) concrete 4) nest' Tic 4) nond,xSite W V,pg [lb] Vaa [lb] 14,047 0.700 1.000 1.000 9,833 140 Nn [lb] 4,980 Input data and results must he checked for agreement with the existing conditions and for pleusihitityl PROFIS Anchor ( c) 2003-2009 Hilts AG, F1-9494 &haws HBU Is a registered Trademark of Hgti AG, Schaam www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.8.0 10/18/2019 5 Combined tension and shear loads ON fiv utilization IIN.v I%] Status 0.892 0.020 1.000 76 OK 6 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 0 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! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318-11 Appendix D, Part D.3.3.4,3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part 0,3.3,4.3 (b), Part 0.3.3,4,3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part 0.3.3.5.3 (a), Part 0.3.3.5.3 (b), or Part 0.3.3.5.3 (c). • Part 0.3.3.4.3 (b) / part 0.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part 0.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part 0.3.3.4.3 (d) / part 0.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension !shear obtained from design load combinations that include E, with E increased by Mo. • post -Installed anchors shall be Installed in accordance with the Hal Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part 0.9.1 Fastening meets the design criteria! or ea AG, FL-94 sling condilions and for pi:om44 Is o registered Trademark of R1111 AG, Schwan PLUMP ENGINEERING INC. Client: Reviewed and Appr- for,, (---- Substantial C ipliance By BHC Cqns s Gt/C Date 600 7 STRUCTURAL CALCULATI 9 A MREVIEVVED FOR CODE COMPLIANCE APPROVED • JUL 31 2019 City of Tukwila BUILDING DIVISION Project: Shasta Beverages Inc. — Main Building Palletizer Location: 1227 Andover Park East, Tukwila, WA 98188 Building Code: 2015 IBC Plump File No: S.1905022 By: C.A. Date: May 21, 2019 Revisions: These calculations not valid unless signed and sealed in space above. 05/21/19 RECEIVED JUN 0 3 2019 BHC Consultants, LLC RECEIVED CITY OF TUKWILA MAY 29 2019 PERMIT CENTER q 0 0 7 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 PLUMP Engineering, Inc. 914 E. KateIla Ave. Anaheim, California 92805 P:714.385.1835 F:714.385.1834 Inc www.peica.com LATERAL ANALYSIS: Pipe Support 2015 IBC - Seismic Load Fa = 1.000 Ss = 1.432 I, = 1.00 Ss = Fa x Ss = 1.432 Rp = 3.00 Sps = 0.67 x Sms = 0.955 ap = 2.50 Fp(max) = 1.6SDslpW, Fp = 0.4apSos1,(1+2z/r)/RpWp = Fp(min) 0.3S0sl,W, = SEISMIC COEF. = VERTICAL COEF. = 1.53 W. ASCE 7-10 EQ. 13.3-2 0.95 Wp ASCE 7-10 EQ. 13.3-1 0.29 Wp ASCE 7-10 EQ. 13.3-3 0.67 Wp (ASD) 0.13 Wp (ASD) z = 1.00 r = 1.00 0= 2.50 PIPE SUPPORT DESIGN Type Weight Ohl Total Weight 2-1/2" Copper Type L (Air) —* 5.79 x 1 = 5.79 plf + 5% Misc. 0.29 plf 6.08 plf GRAVITY — 10.00 ft Dead Load TRAVERSE = 0.00 ft Lateral Load LONGITUDINAL 0.00 ft Lateral Load VERTICAL = 0.00 ft Lateral Load 61 Ib 0 Ib 0 Ib 0 Ib 4/i9/2019 U.S. Seismic Design Maps 1227 Andover Park E, Tukwila, WA 98188, USA Latitude, Longitude: 47.44307149999999, -122.25218389999998 Goodwill Tukwila Regal Cinemas Parkway Plaza 12 ti Triland Dr Go Jgle Date Design Code Reference Document Risk Category Site Class Type ss si SMS SM1 SDS I SD1 Value Description The Home Depo Les Schwab Tire Cente 1.432 MCER ground motion. (for 0.2 second period) 0.534 MCER ground motion. (for 1.0s period) 1.432 Site -modified spectral acceleration value 0.8 Site -modified spectral acceleration value 0.955 Numeric seismic design value at 0.2 second SA 0.534 Numeric seismic design value at 1.0 second SA • 4/19/2019, 9:22:43 AM ASCE7-10 D - Stiff Soil Type Value Description SDC D Seismic design category IFa 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.588 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.588 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.432 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.509 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.116 Factored deterministic acceleration value. (0.2 second) S1 RT 0.534 Probabilistic risk -targeted ground motion. (1.0 second) Si UH 0.572 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Si D 0.996 Factored deterministic acceleration value. (1.0 second) PGAd 1,119 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.949 Mapped value of the risk coefficient at short periods CR1 0.932 Mapped value of the risk coefficient at a period of 1 s . _ OSHPD Work 'n More Tukw Taco Time NW Map data ©2019 Google https://seismicmaps.org 1 /2 4/1'9/2019 U.S. Seismic Design Maps MCER Response Spectrum 1.5 - — 1.0 0.5 0.0 0 2 4 Period, T (sec) Sa(g) 1.00 0.75 )2 CO 0.50 0.25 Design Response Spectrum 0.00 0 2 4 Period, T (sec) — Sa(g) 6 6 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicrnaps.org 2/2 Reference Data STANDARD WEIGHT SCHEDULE 40 STEEL PIPE Nominal Tubing Size In. mm Outside Diameter In. mm Inside Diameter In. mm Nominal Weight Per 100 Ft. (30.5m) Plain End Lbs. kg Weight of Pipe Filled With Water Per 100 Ft. (30.5m) Lbs. kg 3/8" (10) .675 (17.1) .493 (12.5) 57.0 (25.9) 65.3 (29.6) 1/2" (15) .840 (21.3) .622 (15.8) 85.0 (38.6) 98.2 (44.5) 3/4" (20) 1.050 (26.7) .824 (20.9) 113.0 (51.3) 136.1 (61.7) 1" (25) 1.315 (33.4) 1.049 (26.6) 168.0 (76.2) 205.5 (93.2) 11/4" (32) 1.660 (42.2) 1.380 (35.1) 227.0 (103.0) 291.8 (132.4) 11 " (40) 1.900 (48.3) 1.610 (40.9) 72 0 (123.4) 360.2 (163.4) 2" 50) 2,375 (60.3) 2.067 152.5) 3:5.0 (65.6) 510,4 (231.5) 21/2" 65) 2.875 (73.0) 2.469 (62.7) 579.0 '62.6) 786.5 (356.8) 3" 80) 3.500 (88.9) 3.068 (77.9) 75:.0 ( 43.8) 1078.4 (489.2) 31/2" (90) 4.000 (101.9) 3.548 (90.1) 911.0 (413.2) 1339.5 (607.6) 4" (100) 4.500 (114.3) 4.026 (102.3) 1079.0 (489.4) 1630.7 (739.7) 5" (125) 5.563 (141.3) 5.047 (128.2) 1462.0 (663.2) 2329.1 (1056.4) 6" (150) 6.625 (168.3) 6.065 (154.1) 1897.0 (860.5) 3149,1 (1428.4) 8" (200) 8.625 (219.1) 7.981 (202.7) 2855.0 (1295.0) 5023.2 (2278.5) 10" (250) 10.750 (273.1) 10.020 (254.5) 4048.0 (1836.1) 7465.6 (3386.3) 12" (300) 12.750 (323.9) 12.000 (304.81 4956.0 (2248.0) 9857.7 (4471.4) 14" (350) 14.000 (355.6) 13.250 (336.6) 5457.0 (2475.3) 11433.1 (5185.9) 16" (400) 16.000 (406.4) 15.250 (387.4) 6258.0 (2838.6) 14174.3 (6429.4) 18" (450) 18.000 (457.2) 17.250 (438.2) 7059.0 (3201.9) 17187.9 (7796.3) 20" (500) 20.000 (508.0) 19.250 (489.0) 7860.0 (3565.2) 20473.7 (9286.7) 24" (600) 24.000 (609.6) 23.250 (590.6) 9462.0 (4291.9) 27862.5 (12638.21 Dimensions taken from ASTM A 53-82. 1 cubic ft. of water weighs 62.41 Lbs. 1 cubic meter of water weighs 999.972 kg. 1 gallon (U.S.) weighs 8.335 Lbs. 1 liter weighs .999 kg. TRAPEZE HANGERS USING B-LINE STRUT OR ANGLE IRON Length of Trapeze Bar 1'-6" (0.46m) 2"-0„ (0.61 m) 2%6" (0.76m) 3'-0" (0.91 m) 4'-0" (1.22m) 5'-0" (1.52m) 6'-0" (1.83m) (2.13m) 8'-0" (2.44m) 9"-0" (2.74m) 10'-0" (3.05m) 21/2" (65mm) or less 11/2"x11/2"x3/16" B24SH 11/2" x 11/2" x 3/16" B24SH 2" x 11/2" x3/16" B22SH 3" (80mm) 11/2" x 11/2" x3/16' B24SH 2" x 11/2" x3/16" B22SH Nominal Pipe Sizes 31/2" (90mm) 11/2" x 11/2" x3/16" B24SH 2" x 11/2" x 3/16" B22SH 2" x 11/2" x 3/16" 2" x 11/2" x3/16" B22SH B22SH 2"x11/2"x3/16" 2" x 11/2" x 3/16" 21/2"x11/2"x3/16" B22SH B22SH B12SH 21/2" x 11/2" x 3/16" 21/2" x 11/2" x 3/16" 21/2" x 11/2" x 3/16" B12SH B12SH B12SH 21/2"x11/2"x3/16" B12SH 21/2" x 11/2" x 3/16" B12SH 3"x2"x3/16" B11SH 3"x2"x3/16" B11SH 3"x2"x3/16" B11SH 3"x2"x1/4" B11 SH 21/2" x 11/2" x3/16" B12SH 3"x2"x3/16" B11SH 3"x2"x3/16" B11SH 3" x 2" x 1/4" B11SH 3" x 2" x 1/4" B11SH 3" x 2" x 1/4" B11SH 3"x2"x3/16„ B11SH 3" x 2" x 3/16" B11SH 3"x2"x1/4" B11SH 3" x 2" x 1/4" B11SH 31/2" x 21/2" x 5/16" 612SHA 31/2" x 21/2." x 5/16" B12SHA 4" (100mm) 5" (125mm) 6" (150mm) 2" x 11/2" x3/16" 2" x 11/2" x 3/16" 21/2" x 11/2" x3/16" B22SH 2" x 11/2" x 3/16" B22SH B22SH B12SH 21/2" x 11/2" x 3/16" 21/2" x 11/2" x 3/16" B12SH B12SH 21/2" x 11/2" x 3/16" '21/2" x 11/2" x3/16" B12SH i B12SH 21/2." x 11/2" x 3/16" B12SH 3"x2"x 3/16" B11SH 3"x2"x3/16" B11SH 3"x2"x1/4" B11SH 3"x2"x1/4" B11SH 3"x2"x3/16" B11SH 3"x2"x 3/16" B11SH 3" x 2" x 1/4" B11SH 31/2" x 21/2" x 5/16" B12SHA 31/2" x 21/2" x 5/16" B12SHA 31/2" x 21/2" x 5/16" 31/2" x 21/2" x 5/16" B12SHA B12SHA 31/2" x 21/2" x 5/16" B12SHA 31/2" x21/2" x 5/16" B12SHA 31/2" x 21/2" x 5/16" B12SHA 4" x 3" x 5/16" B12SHA 3"x2"x3/16" B11SH 3"x2"x3/16" B11SH 3"x2"x1/4" B11SH 31/2" x 21/2" x 5/16" B12SHA 4" x 3" x 5/16" B12SHA 4" x 3" x 5/16" B12SHA 4"x3"x5/16" B12SHA 4"x3"x5/16" B12SHA 5" x 31/2" x5/16" B11SHA 8" (200mm) 3"x2"x3/16" B11SH 3" x 2" x 3/16" B11SH 3"x2"x1/4" B11SH 31/2" x 21/2" x 1/4" B12SHA 31/2" x 21/2" x 5/16" B12SHA 4"x3"x5/16" B12SHA 4" x 3" x 5/16" B12SHA 5" x 31/2" x 5/16" B11SHA 5" x 31/2" x 5/16" B11SHA 5" x 31/2" x 5/16" B11SHA 6"x4"x1/4" 2-B12SHA 10" (250mm) 3"x2"x1/4" B11SH 3"x2"x1/4" B11SH 3"x2"x1/4" B11SH 31/2" x 21/2" x 5/16" B12SHA 4"x3"x5/16" B12SHA 5" x 31/2" x 5/16" B11SHA 5"x31/2"x5/16" B11SHA 6" x 4" x 1/4" 2-B12SHA 6"x4"x1/4" 2-B12SHA 6"x4"x3/8„ 2-B11SHA 6" x 4" x 3/8" 2-B11 SHA Reference: Table 3-14.1.6 standard for the installation of Sprinkler Systems, NFPA No. 13-1985, published by National Fire Protection Association. FOR REFERENCE ONLY B-Line by E:T•N Strut Systems 238 Plump Engineering Inc. CA Shasta - Palletizer K- ay 21, 2019 at 5:34 PM S.1905022 S.1905022s3d Plump Engineering Inc. CA Shasta - Palletizer SK-2 May 21, 2019 at 5:35 PM S.1905022 S.1905022.r3d Loads OLC t, OL Plump Engineering Inc. CA Shasta - Palletizer SK-3 May 21, 2019 at 5:36 PM S.1905022 S.1905022j3d Company : Plump Engineering Inc. May 21, 2019 IIRISA Designer : CA 5:36 PM Job Number S.1905022 Checked By: GMP �t. ,•.,5 „ ,a.,, Model Name : Shasta - Palletizer (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-15: ASD Wood Temperature <_100F Concrete Code ACI 318-14 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM1-15: ASD - Building Stainless Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA). .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framingg Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 17.0.2 [J:\RISA-3D\2019\S.1905022.r3d] Page 1 Company : Plump Engineering Inc. May 21, 2019 IRIS Designer : CA Job Number : S.1905022 5:36 PM II Checked By: GMP Model Name : Shasta - Palletizer (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X f§fg_l Not Entered T Z (sec) Not Entered R X 3 R Z 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 Si 1 TL (sec) 5 Risk Cat I or II Drift Cat Other 0 Z Om X Cd Z 1 Cd X 1 Rho Z 1 Rho X 1 Footing Overturning Safety Factor 1 Optimize for OTM/Sliding No Check Concrete Bearing No Footing Concrete Weight (k/ft^3) .145 Footing Concrete fc (ksi) 2.5 Footing Concrete Ec (ksi) 2850 Lambda 1 Footing Steel fy (ksi) 60 Minimum Steel 0.0018 Maximum Steel 0.0075 Footing Top Bar 6 Footing Top Bar Cover_ 1.5 _On) Footing Bottom Bar Footing Bottom Bar Cover (in) 3 Pedestal Bar #6 Pedestal Bar Cover (inli 1.5 Pedestal Ties #4 Basic Load Cases 1 BLC Description DL Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P DL -1 1 Load Combinations 1 Description Sol., PD...SR..BLC Fact..BLC Fact..BLC Fact.. BLC Fact...BLC Fact., BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... DL Yes DL 1 Member Point Loads (BLC 1 : DL) Member Label M1 Y Direction Magnitudefick-ftl -.061 Locationtft,%1 %50 RISA-3D Version 17.0.2 [JARISA-3D\2019\S.1905022.r3d] Page 2 a Company : Plump Engineering Inc. IIIRISA DesJob : SA Job Number : S.1905022 v.sr, K co w ., Model Name : Shasta - Palletizer May 21, 2019 5:36 PM Checked By: GMP Member AlSC 94th(360-1O): ASD Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[fj Dir Pnc/om [k] Pnt/om [k] Mnyy/om...Mnzz/om... Cb Eqn M2 3/8" DIA ROD .010 0 .000 0 .063 2.371 .015 .015 1.667 H 1-1 b M3 13/8" DIA ROD; .010 0 .000 0 .063 2.371 ' .015 .015 1.667 H1-1b Member Section Forces LC Member L.bgI Sec Axial[k]y Shearjk]_ z Shear[k] Torque[k-ft] yy Moment[k-ft] z-z Momeftjk-ft] 1 1 M 1 1 0 0 .032 0 0 0 2 2 0 0 .031 0 .016 0 3 3 0 0 -.031 0 .031 0 4 4 0 0 -.031 0 .016 0 5 5 0 0 -.032 0 0 0 6 1 M2 1 -.032 0 0 0 0 0 7 2 -.033 0 0 0 0 0 8 3 -.033 0 0 0 0 0 9 4 -.033 0 0 0 0 0 . 11 _ 1 M3 5 ._ 1 -.034 -.032 Q 0 0 0 0 0 0 0 0 _ 0 12 2 -.033 0 0 0 0 0 13 3 -.033 0 0 0 0 0 14 ' 4 -.033 0 0 0 0 0 15 « 5 -.034 0 0 0 0 0 Joint Reactions LC Joint Label X fk Y fk Z fk MX fk-ftl MY fk-ft MZ 1 1 N3 0 0 0 0 0 0 2_ 1 N 1 0 ne`• .04 0 0 0 0 3 1 N2 0 .... 0 0 0 a.. Totals: 0 ' =m 0 1 COG (ft)_ X: 1 Y: -3.912 ZZ: 0 -.* Max Shear= 34# < 180#, OK 3/8" Lag Vall = 180# RISA-3D Version 17.0.2 [J:\RISA-3D\2019\S.1905022.r3d] Page 3 Shasta Beverages, Inc 1227 Andover Park East Tukwila, WA 98188 Revie 4 red and Approved for ` stantiPr Compliance By BHC C o'sultants Date 060? PROJECT DESIGN CHECK REV1 10 Project #A-18-14089 Palletizer Model 891i Presented by: Intelligrated Stephan Tysl, PE Engineering Lead September 6, 2019 00 87 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION RECEIVED SEP 1 7 2019 BHC Consultant', LLC r ECEIVEf CITY OF I L I W LA SEP 132019 PERMIT CENTER 3 • 4".•••,..s.,.....^.,•,...z•••••r• Table of Contents " ntelligrated Section Page Scope Summary 5 Site Information 5 StaadPro Report 6 Anchor Bolts 14 ur, 'hrit delivers 5 ,r4 eft" nr` "'".""*.s." "ne",17`,011:"""r* • e""" r," 's (^MC' N.441,mgo ....vie saw. ,44.1 (rtteitigratecf Scope Summary The following calculation pages present seismic and live load analysis of the maintenance platform attached to the frame of the palletizer machine. The support frame of the palletizer is analyzed without the internal equipment, control panels or service conveyor. Overturning forces computed in StaadPro are conservative as the counterweight of internal equipment and dead load are neglected. Site Information OSHPD 1227 Andovir Park E. Tukwila, WA 98188, USA 1 ". 31 11 AV dap Czar Zollosta Ocarziet to Callow/ %ft CUZI TrA .11.• toibor4:- 1:,, • An 144 r.-..ri -7.--:- t , t 23. ZZZ. r----Z-1 •••,..r, ,'Z' , t% e= 14,1 ,3; C V.e.r.,,".*3 Oftrit Atte wr 2".4.:J/k • t t 2 tmers xxxowr 'Da C 4.32 %,,,,er: few: teCr .361 Z :2 oeco.1 t A • t !la MteNort WITI Ofkr nIC:it X I 2 serm.nit...1 tietit=1 Utz,: COZZ% r, vs len .11C" 111: • 5 21^ ./VM111 WV% P11. 11 ;el Z.:Z.4n* .1Z-t--111.faer rt azt "%tesr 1= not 232* •-•"1"73 etat grza-ticterrr. ..tripZerZt rm.", Mr= %IWO to• T ..2„2 Az,= „ qqalotrop$7=-$1.8#2. F-$3 ett.",,,,tzr12i 2Z4,4 Z WOW% t% zn% 40t=31 Meows 71 • 116 fItt-Ct arszt 2 SZCZTZ. t : IM =.12 ^A*42,7.34 r t • -pc tr 2 Fact -es dot.z.zzt-1 2% rft,C. etiszesesce !: plan izet asiesrz 7." C :1/14 serte..-= Wzmerzz. .1M1k aecort. PG.A6 • 11$ rL-V*, 3titm.`121. =Mentz virzt. ZeZ G.A.% krzsgirX • 2 1W V=VOS 'MA Z Zot %St :VW ^Or! W ine rem% • t:2 Zr-Az Zo zaft-on It a !WOO fit I s dulUr,at delivers 6 Support Component Design Check StaadPro Frame analysis was performed using StaadPro V8i by Bentley Systems. Isometric views of the 3D model with section properties and the applied loads are shown below. $..H.vaztiv Distributed Load - 6 plf Handrail - 8 psf Deck Plate - 40 psf Live Load Self Weight of Members Included In Seismic Loads Copyright 2019 Honeywell Intelligratedn All rights reserved. Use and disclosure shall he subject to the limitations set forth in this document. Project # A-18-14089 1 Shasta Beverages, Inc i Tukwila, WA 1 Honeywell Intelligrated Confidential and Proprietary Information September 6, 2019 automation that delivers'" w ww. intelligrated. com re licensed to Intelligrated ob No A-18-14089 Sheet No Rev Part Job Tttle Shasta 891 Palletizer Platform Ref By MR oate04_sep_1s Chd SRT Client Fife Platform Cold Forrn.std atem 06-Sep-20 9 12:11 Job Information Engineer Checked Approved Name: MRL SRT Date: 04-Sep-19 04-Sep-19 Project ID Project Name Structure Type SPACE FRAME Number of Nodes 28 Highest Node 32 Number of Elements 35 Highest Beam 37 Number of Basic Load Cases 6 Number of Combination Load Cases 28 Included in thjs Drntout are data for: All The Whole Structure Included in thisprintout are results for load cases: Type L/C Name Primary 1 +X Primary 2 -X Primary 3+Z Primary 4 -Z Primary 5 DEAD LOAD Primary 6 LIVE LOAD Combination 7 ULC, 1 DEAD Combination 8 ULC, 1 DEAD + 1 LIVE Combination 9 ULC, 1 DEAD + 0.75 LIVE Combination 10 ULC, 1 DEAD + 0.7 SEISMIC (1) Combination 11 ULC, 1 DEAD + 0.7 SEISMIC (2) Combination 12 ULC, 1 DEAD + 0.7 SEISMIC (3) Combination 13 ULC, 1 DEAD + 0.7 SEISMIC (4) Combination 14 ULC, 1 DEAD + -0.7 SEISMIC (1) Combination 15 ULC, 1 DEAD + -0.7 SEISMIC (2) Combination 16 ULC, 1 DEAD + -0.7 SEISMIC (3) Combination 17 ULC, 1 DEAD + -0.7 SEISMIC (4) Combination 18 ULC, 1 DEAD + 0.75 LIVE + 0.525 SEISM Combination 19 ULC, 1 DEAD + 0.75 LIVE + 0.525 SEISM Combination 20 ULC, 1 DEAD + 0.75 LIVE + 0.525 SEISM Combination 21 ULC, 1 DEAD + 0.75 LIVE + 0.525 SEISM Combination 22 ULC, 1 DEAD + 0.75 LIVE + -0.525 SEISE Combination 23 ULC, 1 DEAD + 0.75 LIVE + -0.525 SEISM Combination 24 ULC, 1 DEAD + 0.75 LIVE + -0.525 SEISN Combination 25 ULC, 1 DEAD + 0.75 LIVE + -0.525 SEISM Print Time/Date: 06/09/2019 12:15 STAAD.Pro V8i (SELECTseries 6) 20.07.11.82 Print Run 1 of 7 8 ftware licensed to Intelligrated Job No A-18-14089 Sheet No 2 Rev Part Job Title Shasta 891i Palletizer Plafform Ref By MRL °ate04-Sep-19 Chd SRT Client File Platform Cold Form.std °ate/Time 06-Sep-2019 12:11 Job Information Cont... Type L/C Name Combination 29 ULC, 0.6 DEAD + 0.7 SEISMIC (3) Combination 30 ULC, 0.6 DEAD + 0.7 SEISMIC (4) Combination 31 ULC, 0.6 DEAD + -0.7 SEISMIC (1) Combination 32 ULC, 0.6 DEAD + -0.7 SEISMIC (2) Combination 33 ULC, 0.6 DEAD + -0.7 SEISMIC (3) Combination 34 ULC, 0.6 DEAD + -0.7 SEISMIC (4) Nodes Node X (ft) Y (ft) Z (ft) 1 20,502 8.083 1.865 2 15.939 8.083 1.865 5 20.502 8.083 -2.719 6 15.939 8.083 -2.719 7 8.314 8.083 -2.719 8 8.314 8.083 1.458 9 15.939 8.083 1.459 11 20.502 0.000 1.865 12 8.876 8.083 1.458 13 8.876 6.500 -2.719 14 15.376 8.083 1.459 15 15.377 6.500 -2.718 16 28.817 0.000 -0.780 17 20.502 8.083 -0.780 18 28.816 0.000 1.865 20 8.876 0.000 -2.719 21 8.876 8.083 -2.719 22 15.377 0.000 -2.718 23 15.377 8.083 -2.718 24 24.659 4.042 -0.780 25 24.659 4.042 1.865 26 20.502 0.000 -0.780 27 20.502 0.979 1.865 28 20.502 0.979 -0.780 29 20.502 3.750 1.865 30 20.502 3.750 -0.780 31 20.502 6.188 1.865 32 20.502 6.188 -0.780 Print Time/Date: 06/09/2019 1215 STAAD.Pro V8i (SELECTseries 6) 20.07.11.82 Print Run 2 of 7 9 A .._ _. _......._ Software licensed to Intelligrated Job No A-18-14089 Job Title Shasta 891i Palletizer Platform Ref By MRL Date04-Sep-19 Chd SRT Client File Platform Cold Form.std Daternme 06-Sep-2019 12:11 Beams Beam Node A Node B Length (ft) Property p (degrees) 1 1 2 4.563 2 0 2 1 17 2.646 2 0 3 5 6 4.563 2 0 4 6 9 4.177 2 0 5 7 21 0.562 2 0 6 7 8 4.177 2 0 7 9 14 0.563 2 8 1 31 1.895 3 0 9 12 13 4.467 4 0 10 14 15 4.467 4 0 11 16 24 5.798 1 0 13 20 13 6.500 3 0 14 22 15 6.500 3 0 16 9 2 0.407 2 0 17 23 6 0.562 2 0 18 21 23 6.501 2 0 19 12 8 0.562 2 0 20 14 12 6.500 2 0 21 13 21 1.583 3 0 22 15 23 1.583 3 0 23 5 17 1.938 2 0 24 1 25 5.798 1 0 25 24 17 5.798 1 0 26 25 18 5.798 1 0 27 24 25 2.646 1 90 28 17 32 1.895 3 0 29 27 28 2.645 3 0 30 29 30 2.645 3 0 31 31 32 2.645 3 0 32 27 11 0.979 3 0 33 29 27 2.771 3 0 34 31 29 2.438 3 0 35 28 26 0.979 3 0 36 30 28 2.771 3 0 37 32 30 2.438 3 0 Section Properties Prop Section Area (in2) lry (in4) 6z (in4) J (in4) Material 1 8CS1.625X102 1.165 0.299 9.625 0.000 STEEL 2 JW3.625X102CS 0.828 0.447 1.716 0.000 STEEL 3 5.5CS1.625X102 0.910 0.271 3.842 0.000 STEEL 4 3CS3X135 1.204 1.276 1.865 0.000 STEEL Print Time/Date: 06/09/2019 12:15 STAAD.Pro V8i (SELECTseries 6) 20.07.11.82 Print Run 3 of 7 10 Software licensed to Intelligrated ob No A-18-14089 Sheet No 4 Rev Part Job Title Shasta 891i Palletizer Platform Ref By MRL Date04-Sep-19 Chd SRT Client File Platform Cold Form.std Date/Time 06-Sep-2019 12:11 Materials Mat Name E (kip/in2) v Density (kip/in3) a (/°F) 1 STEEL 29E+3 0.300 0.000 6E -6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E -6 3 ALUMINUM 10E+3 0.330 0.000 13E -6 4 CONCRETE 3.15E+3 0.170 0.000 5E -6 Supports Node X (kip/in) Y (kip/in) Z (kip/in) rX (kip'ft/deg) rY (kipt/deg) rZ (kip"ft/deg), 11 Fixed Fixed Fixed 13 Fixed Fixed Fixed Fixed 15 Fixed Fixed Fixed Fixed 16 Fixed Fixed Fixed 18 Fixed Fixed Fixed - - - 20 Fixed Fixed Fixed 21 Fixed Fixed Fixed Fixed 22 Fixed Fixed Fixed 23 Fixed Fixed Fixed Fixed 26 Fixed Fixed Fixed Releases Beam ends no shown in th's table are fxed in all directions. Beam Node x y z rx rY rz 9 12 Fixed Fixed Fixed Pin Fixed Fixed 9 13 Fixed Fixed Fixed Pin Fixed Fixed 10 14 Fixed Fixed Fixed Pin Fixed Fixed 10 15 Fixed Fixed Fixed Pin Fixed Fixed 24 1 Fixed Fixed Fixed Fixed Fixed Pin 25 17 Fixed Fixed Fixed Fixed Fixed Pin 27 24 Fixed Fixed Fixed Pin Pin Pin 27 25 Fixed Fixed Fixed Pin Pin Pin Print Time/Date: 06/09/2019 1215 STAAD.Pro V8i (SELECTseries 6) 20.07.11.82 Print Run 4 of 7 11 Software licensed to Intelligrated Job No A-18-14089 '"-Sheet No 5 Rev Part Job Tale Shasta 891i Palletizer Platform Ref MRL Date04-Sep-19 Chd SRT Client File Platform Cold Form.std Datenime 06-Sep-2019 12:11 Primary Load Cases Number Name Type 1 +X Seismic 2 -X Seismic 3 +Z Seismic 4 -Z Seismic 5 DEAD LOAD Dead 6 LIVE LOAD Live 5 DEAD LOAD : Beam Loads Beam Type Direction Fa Da (ft) Fb Db Ecc. (ft) 1 UNI Ibf/ft GY -6.000 - - - - 6 UNI Ibf/ft GY -6.000 - - - - 7 UNI Ibf/ft GY -6.000 - - - - 16 UNI lbf/ft GY -6.000 - - - - 19 UNI Ibf/ft GY -6.000 - - - - 20 UNI Ibf/ft GY -6.000 - - - - 23 UNI lbf/ft GY -6.000 - - - - 5 DEAD LOAD : Selfweiqht Direction Factor Assigned Geometry Y -1.000 ALL Reaction Summa Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kip'in) MY (kip'in) MZ (kip'in) Max FX 18 4:-Z 0.203 -0.198 0.003 0.000 0.000 0,000 Min FX 18 3:+Z -0.203 0.198 -0.003 0.000 0.000 0.000 Max FY 22 8:ULC, 1 DEM 0.000 1.293 0.003 0.000 0.000 0,000 Min FY 26 3:+Z 0.000 -0.783 -0.126 0.000 0.000 0.000 Max FZ 26 4:-Z -0.000 0.783 0.126 0.000 0.000 0.000 Min FZ 26 3:+Z 0.000 -0.783 -0.126 0.000 0.000 0.000 Max MX 13 4:-Z -0.027 0.000 0.000 2.184 -0.529 0.201 Min MX 15 8:ULC, 1 DEAL 0.078 0.000 0.000 -21.262 1.492 -0.568 Max MY 23 21:ULC, 1 DEP -0.031 0.000 0.000 -6.256 5.578 0.553 Min MY 21 20:ULC, 1 DEP -0.020 0.000 0.000 -4.561 -3.861 2.590 Max MZ 21 8:ULC, 1 DEM -0.031 0.000 0.000 -5.374 -3.614 3.276 Min MZ 15 20:ULC, 1 DEP 0.088 0.000 0.000 -17.833 1.666 -0.634 Print Time/Date: 06/09/2019 12:15 STAAD.Pro V8i (SELECTseries 6) 20.07.11.82 Print Run 5 of 7 12 Software licensed to Intelligrated Job No A-18-14089 Part Sheet No 6 Rev Job Title Shasta 891i Palletizer Platform Ref By MRL Dat€04-Sep-19 Chd SRT Client File Platform Cold Formstd Date/Time 06-Sep-2019 12:11 Utilization Ratio Beam Analysis Property Design Property Actual Ratio Allowable' Ratio Ratio (Act./Allow.) Clause L/C Ax (in2) lz (in4) ly (in4) Ix (in4) 1 JW3.625X1C JW3.625X1C 0.312 1.000 0.312 Bending Bi-a 21 0.828 1.716 0.447 0.003 2 JW3.625X1C JW3.625X1( 0.210 1.000 0.210 Tension Ecce 4 0,828 1.716 0.447 0.003 3 JW3.625X1C JW3.625X1( 0.254 1.000 0.254 Tension Ecce 4 0.828 1.716 0.447 0.003 4 JW3.625X1C JW3.625X1C 0.222 1.000 0.222 Tension Ecce 8 0.828 1.716 0.447 0.003 5 JW3.625X1C JW3.625X1C 0.338 1.000 0.338 Bend + Comp 8 0,828 1.716 0.447 0.003 6 JW3.625X1C JW3.625X1C 0.145 1.000 0.145 Bending Bi-a 8 0.828 1.716 0.447 0.003 7 JW3.625X1C JW3.625X1( 0.291 1.000 0.291 Bend + Comp 8 0.828 1.716 0.447 0.003 8 5.5CS1.625) 5.5CS1.625) 0.267 1.000 0.267 Bend + Comp 21 0.910 3.842 0.271 0,003 9 3CS3X135 3CS3X135 0.303 1.000 0.303 Bend + Comp 8 1.204 1.865 1.276 0.007 10 3CS3X135 3CS3X135 0.426 1.000 0.426 Bend + Comp 8 1.204 1.865 1.276 0.007 11 8CS1.625X1 8CS1.625X1 0.021 1.000 0.021 Bend + Comp 20 1.165 9.625 0.299 0.0104 13 5.5CS1.625) 5.5CS1.625) 0.220 1.000 0.220 BendingY 4 0.910 3.842 0,271 0.06 14 5.5CS1.625) 5.5CS1.625) 0.209 1.000 0.209 Bend + Comp 21 0.910 3.842 0.271 0.003 16 JW3.625X1C JW3.625X1C 0.187 1.000 0.187 Bend + Comp 3 0.828 1,716 0,447 0.003 17 JW3.625X1C JW3.625X1( 0.519 1.000 0.519 Bend + Comp 8 0.828 1.716 0.447 0.003 18 JW3.625X1C JW3.625X1C 0.197 1.000 0.197 Bending Bi-a 21 0.828 1,716 0.447 0.003 19 JW3.625X1C JW3.625X1C 0.207 1.000 0.207 Bending Bi-a 8 0.828 1.716 0.447 0.003 20 JW3.625X1C JW3.625X1( 0.266 1.000 0.266 Bending Bi-a 8 0.828 1.716 0.447 0.003 21 5.5CS1.625) 5.5CS1.625; 0.708 1.000 0.708 Bend + Comp 8 0.910 3.842 0.271 0.003 22 5.5CS1,625; 5.5CS1.625) 1.004 1.000 1.004 Bend + Comp 8 0.910 3.842 0.271 0.003 23 JW3.625X1( JW3.625X1C 0,217 1.000 0.217 Tension Ecce 4 0.828 1,716 0.447 0.003 24 8CS1.625X1 8CS1.625X1 0.061 1.000 0.061 Bend + Comp 3 1,165 9.625 0.299 0.064 25 8CS1.625X1 8CS1.625X1 0.037 1.000 0.037 Tension Ecce 4 1.165 9.625 0.299 0.004 26 8CS1.625X1 8CS1.625X1 0.049 1.000 0.049 Bend + Comp 3 1.165 9.625 0.299 0.004 27 8CS1.625X1 8CS1.625X1 0.006 1.000 0.006 Tension Ecce 13 1.165 9.625 0.299 0.004 28 5.5CS1.625; 5.5CS1.625; 0.186 1.000 0.186 Tension Ecce 3 0.910 3.842 0.271 0,003 29 5.5CS1,625) 5.5CS1.625; 0.079 1.000 0.079 Tension Ecce 3 0.910 3.842 0.271 0,003 30 5.5CS1.625) 5.5CS1.625) 0.086 1,000 0.086 Tension Ecce 4 0.910 3.842 0.271 0.003 31 5.5CS1.625) 5.5CS1.625) 0.071 1.000 0.071 Tension Ecce 3 0.910 3.842 0.271 0.003 32 5.5CS1.625) 5.5CS1.625; 0.214 1.000 0.214 Bend + Comp 3 0.910 3.842 0.271 0.003 33 5.5CS1.625) 5.5CS1.625; 0.299 1.000 0.299 Tension Ecce 4 0.910 3.842 0.271 0.003 34 5.5CS1.625) 5.5CS1.625) 0.249 1.000 0.249 Tension Ecce 4 0.910 3.842 0.271 0.003 35 5.5CS1.625) 5.5CS1.625) 0.229 1.000 0.229 Tension Ecce 3 0.910 3.842 0.271 0.003 36 5.5CS1,625; 5.5CS1.625; 0.303 1.000 0.303 Tension Ecce 3 0.910 3.842 0.271 0.003 37 5.5CS1.625; 5.5CS1.625; 0.259 1.000 0.259 Tension Ecce 3 0.910 3.842 0.271 0.003 Print Time/Date: 06/09/2019 1215 STAAD.Pro V8i (SELECTseries 6) 20.07.11.82 Print Run 6 of 7 13 _ Software licensed to Intelligrated Job No m° ^*'ntleShasta 89xpalletize,Platform pw By MRL om"0*-Sop19 omSnT File Platform Cold Form.std Statics Check Results L/C FX (kip) FY (kip) . FZ (kip) xx (kip -in), MY (kip'in) Mz (kip'in) 1:+x Loads 0.294 0,000 0.000 0.000 '1.066 -27.308 1:+x Roocunnv -zuw 0.000 -0.000 umm 1o66 27.308 Difference o.00m 0.00 *ono 0.00 'oMo 0.000 u:'X Loads 'o.uew oMo 0.000 0.000 1,066 27.308 c:'x Reactions o.uo* 'uMo 0.000 'n000 '1o66 'ur.000 Difference 4000 -0o00 VVOO 'o.00o 0.000 '53128' 4000 ouoo' n-+z Loads 000n Vono o.zu*~ 27.308 a:+z Reactions 'u.uuo 0,000 '0.294 '27.308 53.12e 0.000 Difference *000 0.000 ».»o« '».«»» '«.»»» ».«»» *:'Z Loads Uoo U.O00 '0.294 '27.308 53.1e8 0.000 4:'Z Reactions 0.000 'u.000 0,294 2730e '53.128 'o.000 o|monvnce ouoo '0000 '0000 0.000 nMo 'noon o:DExDLOxD Loads MOO '0.807 0.000 'u.uoo 0.000 '172,538 o:osvmLOAo neoohvnx 'Vonn 0.907 '0000 uzno 'nuno 172.53e oimnmnve 'u.000 'u.uno _10Mo uono' 'ouoo, 0,000 aimELoxD Loads 0.000 '2.112 0.000 '13.926 0.000 '368o11 611vE Loxu Reactions 'o.000 2.112 'o.000 13.926 *.mm 368.611 Difference -0.000 -0.000 -0.000 omm *mm 0.000 Print Time/Date: 06/09/2019 12:15 aTAAzpmvm(SsLscTsnnovs)uo.un.11 M Print Run 7 of 7 14 '�'S s;�� Anchor Bolts Anchor Bolts are made of carbon steel and are used to secure the palletizer to the concrete floor slabs and building equipment mezzanines. Anchor bolts are evaluated for tensile capacity, breakout strength, and pullout strength in the longitudinal and transverse directions. Installation of the anchors shall be in accordance with [CC -ES ESR-1917. Approved alternates are acceptable. ai,mrr*v"I hatueii"rs- 15 www.hilti.us Profis Anchor 2.7.1 Company: Intelligrated Specifier: Tysl Address: 7901 Innovation Way I Mason, OH 45040 Phone I Fax: 513-701-7667 I E-Mail: Page: 0 Project: Shasta Palletizer Model 8i Sub -Project I Pos. No.: A-18-14089 Date: 9/6/2019 Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth: hotact = 3.250 in., hnorb = 3.625 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 6/1/2016 5/1/2017 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.125 in. Anchor plate: lx x l x t = 6.000 in. x 4.000 in. x 0.125 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading [lb, in.lb] x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF'S Anchor ( c )2603-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Y-- 16 www.hilti.us Profis Anchor 2.7.1 Company: Intelligrated Specifier: Tysl Address: 7901 Innovation Way I Mason, OH 45040 Phone I Fax: 513-701-7667 E-Mail: Page: 1 Project: Shasta Palletizer Model 8i Sub -Project I Pos. No.: A-18-14089 Date: 9/6/2019 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity p / N [%] Status Tension Pullout Strength 1360 3500 39 / - OK Shear Steel Strength 230 3572 - / 7 OK Loading 13N (iv C Utilization DN,v [%] Status Combined tension and shear loads 0.389 0.064 5/3 22 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 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 AV Ma SHUTLER IOW1 CONSULTING ITET ri 61' ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX (425) 4504076 STRUCTURAL CALCULATIONS FOR: VP LINE PALLETIZER SHASTA TI 1227 ANDOVER PARKWAY EAST TUKWILA, WASHINGTON ARCHITECT: David Kehle Architect 1960 Bonair Drive SW Seattle, Washington 98116 (206) 433-8997 * Fax (206) 246-8369 DESIGN CRITERIA: CODE ROOF LIVE LOAD WIND LOAD JOB SHASTA TI SHEET NO. COVER CALCULATED BY AH CHECKED BY JH SCALE JOB NUMBER 0 OF DATE 7/11/2019 DATE 3 o4REVIE D FOR E CO pi IANr APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION Re vie we for Substa By • LC Daz P,fmrcp)vileadnce u tants e.., INTERNATIONAL EXISTING BUILDING CODE 2015 25 PSF SNOW LOAD 110 MPH ZONE, EXPOSURE '13' SEISMIC DESIGN INFORMATION: Ss = 143.2% Sds = 0.955 Si = 53.4% Sd1 = 0.534 SEISMIC DESIGN CATEGORY `13' REVISION NOLL 11 EQUPIMENT VALUES: Rp = 3.0 ap= 2.5 CI() 2.5 Ie = 1.0 nEcF.IvEr) CITY OF YL:.(iNILA 00 7 RECEIVED SEP 13 2019 PERMIT CENTER SEP 1 7 2019 BHC ConsOt?nts LC Latitude, Longitude: 47.44321829,-122.25192453 Google lasta Beverages Date Design Code Reference Document Risk Category Site Class Type Value Description SS 1.432 MCER ground motion. (for 0.2 second period) S1 0.534 MCER ground motion. (for 1.0s period) SMS 1.432 Site -modified spectral acceleration value SM1 0.8 Site -modified spectral acceleration value S0S 0.955 Numeric seismic design value at 0.2 second SA 5' OSHPD hi Georgetown Home & 7,' , Garden, Wholesale 4 tn' f 7/10/2019, 10:23:17 AM ASCE7-10 II D - Stiff Soil SDI 0.534 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.588 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.588 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.432 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.509 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.117 Factored deterministic acceleration value. (0.2 second) S1RT 0.534 Probabilistic risk -targeted ground motion. (1.0 second) S1UN 0.572 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.996 Factored deterministic acceleration value. (1.0 second) PGAd 1.119 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.949 Mapped value of the risk coefficient at short periods CR1 0.932 Mapped value of the risk coefficient at a period of 1 s SHUTLER CONSULTING WIMI11111111 ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB S F 5Tr4 T 1 SHEET NO. CALCULATED BY 44 DATE 07/01( I, SCALE T MRCS' + PRot) LILT) ®,� SosLA) 5 ova. 5)(o, 4 )( 5*) (1 t o (dho,/ !{rCl k- AAJ'Cjirag, pQiNTS SH6AFPN ..r Myr. Z II•,k 4' (Ia` 56(46 ptQ iON% 01\ 11,611 t\ �JQCTQj 1 lk flNc+it.k: 6 5155c > 3500 •(a-5 www.hilti.us Company: Spedfier: Address: Phone I Fax E-Mail: Profis Anchor 2.8.0 Page: 1 Project: Sub -Project I Pos. No.: Date: 7/10/2019 Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (3 1/8) Effective embedment depth: het = 3.125 in., Nem = 3.563 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 4/1/2018 5/1/2019 Proof Design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: I x l x t = 3.000 in, x 3.000 in. x 0.500 in.; (Recommended plate thickness not calculated Profile: S shape (AISC); (L x VVx T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. Base material: cracked concrete, 2500, fe' = 2,500 psi; h = 5.000 in. Reinforcement tension: condition B, shearcondition 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.lb] iao 0 `, X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor 1 e ) 2003-2009 Hilti AG, FL-9494 Sehaan Hilti is a registered Trademark of Hilti AG, Schoen www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: 2 7/10/2019 2 Load case/Resulting anchor forces Load cate: Design loads Anchor reactions lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 3,500 0 3,500 max. concrete compressive strain: - [7.] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (xJy)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load Nu. [Ib] Capacity .N„ [Ib] Utilization = 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 Status N/A N/A N/A 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.hilti.us Company: Specifier Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.8.0 3 7/10/2019 4 Shear load Load VtObi Capacity 4 V,, [Ib] Utilization 13v = Vudep Vn Status Steel Strength* 3,500 5,259 67 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 3,500 6,574 54 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 = ESR value Veteel Vue Variables Ase,v [in,2] refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-2) fut., [psi] 0.16 Calculations V„ [Ib] 8,091 Results V„ [lb] 8,091 4.2 Pryout Strength V, = k, [(At Vbp Vba ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN0 = 9 h!f 1, 111 ee,t4 = (1 + 32e h--S s 1.0 v ed,N = 0.7 + 0.3 (gt) cesi n„,A,x(cnin, 1.0.5hcer 5 1,0 Nb = A hy 106,000 0 steel 0.650 V„ [Ib] 5,259 ed.N Y eAlti cpi4 Nb Variables kep he [in.] emni [in.] 2 3.125 0.000 c,N ce [in.] kn 1.000 6.500 17 V„„ [Ib] 3,500 ACI 318-08 Eq. (D-30) 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) ea,N [In.] 0.000 Calculations Aric (i11,2) ANce [in.2] 11.1 ecl,N V ec2,N 87.89 87.89 1.000 1.000 Results V„, [lb] tt 4,V„ [lb] V,, [lb] 9,391 0.700 6,574 3,500 camr, [in] fc [psi) 2,500 W ed.N W cp,N Nb [lb] 1.000 1.000 4,696 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL-9494 Schoen Hilt1 Is a registered Trademark of Hilti AG, Schaan SHUTLER III- CONSULTING -_ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB }}As-4T 1 SHEET NO. /�►7 CALCULATED BY ► J OF DATE °1 Pc, ill SCALE VI www.hiltLus Profis Anchor 2.8.0 Company: Specifier Address: Phone I Fax: E-Mail: Page: 1 Project Sub -Project I Pos. No.: Date: 7/10/2019 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2) Effective embedment depth: hof = 2.000 in., hnbm = 2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: Proof Stand-off installation: Anchor plate: Profile: 4/1/2018 5/1/2019 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0,500 in. lx x ly x t = 9.000 in. x 9.000 in. x 0,500 in.; (Recommended plate thickness: not calculated S shape (AISC); (L xWx T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 5.000 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.lb] Input data and results must be checked for agreement with the existing condons and for plausibility! PROFIS Anchor (c ) 2009-2009 Hilt AG, FL-9494 Schaan HIS is a registered Trademark of Hitt AG, Schaan www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.8.0 2 7/10/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [114 Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 750 0 750 2 0 750 0 750 3 0 750 0 750 4 0 750 0 750 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [Psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] Anchor forces are calculated based on the assumption of a rigid baseplate. 3 Tension load Load N. VIA Capacity 4 N, OW Utilization 0,4 = N./41 N„ Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading "anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt is a registered Trademark of Hilti AG, Schoen www.hilti.us Pro Anchor 2.8.0 Company: Specifier Address: Phone' Fax E-Mail: Page: Project Sub -Project 1 Pos. No.: Date: 3 7/10/2019 4 Shear load Load Von [lb] Capacity 4) Vn [lb] Utilization pv = V./4)Vn Status Steel Strength* 750 3,572 21 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 3,000 6,732 45 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 V. = ESR value Veteel Vora Variables [in-21 refer to ICC-ES ESR-1917 AC1 318-08 Eq. (D-2) f,,to [psi] 0.10 106,000 Calculations V,„ [Ib] 5,495 Results V. [Ib] 5,495 0) steel V,„ [lb] 0.650 3,572 4.2 Pryout Strength Vopg kep [ PGA ed,N Cp,N Nb Vpg AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) Aryco = 9 h!f 1 ec,N 2 eN 3 her Wed,N = 0.7 + 0. W CP, Nb .0 .5hef n 1.5Nr C CPC kc X NIT W.*? Variables k 1 .0 1.0 her [in.] e,,,N [in.] 2.000 0.000 c N ca, [in.] kc 1.000 5.500 17 V. [lb] 750 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) AC1318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) e,2,N [in.) 0.000 1 Calculations AN, [in.2] ANca [in.2] 41ecl,N ec2,N 144.00 36.00 1.000 1.000 Results V„,., [lb] 4 concrete 4, Vcpg [Ib] V. [lb] 9,617 0.700 6,732 3,000 Carrlfl (in.] fc [psi] 2,500 ed,N ep,N Nb [Ib] 1.000 1.000 2,404 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 Mill MI SHUTLER CONSULTING 11111111111111111111 ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB tif)-SiPt- SHEET NO. ° CALCULATED BY .19 DATE Q7/41)Cr SCALE OF EGO I) T" ON 0-1-pszpr(7 (LoNANE- pp, . t t\14S 1 iAlrgcltAT sei (14 61-4) DI NJ Cv mikke+).) Ak • .. ,J2P, 5 Fi; ' (P ekI) 51Db Vlh Ct Fil3F-e._ rr (3V1.41) 1 ,to ' eF c 0A) \NO' CJ�s.(4T-F-rA 4ticiii29 i- fq,giv a - o 1 0 c_. ( IA QA2)7 C.FL) ) (c FP firtki- t-a-tv). - 6 ottleP,5 - I.0.0 c - _ Nv- Crosti,-0"; — 90 *( 71; -r P-104r-Q) MOW{ CAS liA ' 1 ( ' 7 ----- 1'1%0 • 5 = i(16$ fv. iil Li- 1 r--5-1-. YR" 9 AN fitaRs www.hilti.us Profis Anchor 2.8.0 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth: hoj = 3.250 in., h,,, 3.625 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 4/1/2018 I 5/1/2019 Proof: Design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate, 1, x l x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: S shape (AISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in, x 0.260 in. Base material: cracked concrete, 2500, f = 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 Page: Project: Sub -Project I Pos. No.: Date: 7/10/2019 -fialimmommt,m1011,1: R - The anchor calculation is based on a rigid baseplate assumption. Geometry [in.] & Loading [lb, in.lb] r- x 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.hilti.us Pro Anchor 2. .0 Company: Specifier Address: Phone I Fax E-Mail: Page: Project Sub -Project I Pos. No.: Date: 2 7/10/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions Vb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,490 168 0 168 max. concrete compressive strain: - rool max. concrete compressive stress: - [psi] resulting tension force in (rJy)=(0.000/0.000): 2,490 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] Capacity + N, [lb] Utilization f3N = N./. N, Status Steel Strength* 2,490 8,029 32 OK Pullout Strength2,490 3,195 78 OK Concrete Breakout Strength" 2,490 3,237 77 OK ' anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4, Nsa a Nue Variables AWN [in.1 refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) fut. [psi] 0.10 Calculations N. (lb] 10,705 Results N. [Ib] 10,705 3.2 Pullout Strength = Np2500 Np,..4 a N. Variables fc [psi] 2,500 Calculations -425100 1.000 Results Npn/.. [lb] 4,915 2500 106,000 0,750 4, N. (lb] 8,029 refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) [Ib] 4,915 ct. concrete 0.650 Nua [11)1 2,490 Npnt [Ib] N. [lb] 3,195 2,490 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hifi AG, FL-9494 Schaan Hilt is a registered Trademark of Hill AG, Schaan www.hilti.us Company: Specifier Address: Phone I Fax E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2. .0 3 7/10/2019 3.3 Concrete Breakout Strength ANc Ncb — (—ANco) ed,N cN cp,N Nb 4) Nee Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) A = 9 Fir ec,N ( 12 = eN 1.0 ' hef ed,N = 0.7 + 0.3 ( C.Lrnin .0 1.5hef W cp,N = MAX( 1.5hef\ cac cac Nb = ke 1.0 Variables hef [in.] e61,N [in.] 3.250 0.000 co, [in.] 7.500 17 euzN [in.] 0.000 X 1 Calculations AN, [in.2] AN, [in.2] Wec1,N 95.06 95.06 1.000 Results Nth [lb] 4) concrete (I) Ncra [lb] 4,980 0.650 3,237 ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) 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) ;men [in.] f, [psi] 2,500 ecZN 1.000 Nua [lb] 2,490 c,N 1.000 ectrN 1.000 W cp,N 1.000 Nb ilb] 4,980 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROF'S Anchor ( c ) 2003-2009 HIM AG, FL-9494 Schaan Hill is a registered Trademark of Hilti AG, Schoen www.hiltlus Company: Specifier Address: Phone I Fax E-Mail: Profis Anchor 2.8.0 Page: 4 Project Sub -Project I Pos. No.: Date: 7/10/2019 4 Shear load Load V. [Ib] Capacity 4) V„ [Ib] Utilization p = V./4)V, Status Steel Strength* 168 3,572 5 OK Steel failure (with lever arm)* N/A N/A N/A NIA Pryout Strength** 168 6,972 3 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 = ESR value refer to ICC-ES ESR-1917 Vew a V, ACI 318-08 Eq. (D-2) Variables Ase,v [in.2] fut. [psi] 0.10 106,000 Calculations V„ Lib] 5,495 Results Vsa [Ib] 4,steel d Vs„ [lb] V„ [Ib] 5,495 0.650 3,572 168 4.2 Pryout Strength V = k„ [(AN` 4, VCVUa AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN,0 = 91-1!f 1 ec,N 2 + 3 he ed,N = 0.7 + 0. el W C„ cp.N = MN( in 1.511„ —de —BC Nb = kc Vfre Variables c,N 1.000 Calculations AN, (in.2] 95.06 Results V, [Ib] 9,960 W c,N W opm Nbi .0 he [in.] evi.N [in] 3.250 0.000 ca, [in.] 7.500 17 ANco (in.2) Wecl,N 95.06 1.000 0 concrete 4, Vcp [lb] 0.700 6,972 ACI 318-08 Eq. (D-30) 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) e,2,N [in.] 0.000 1 ec.2,N 1.000 Vu. [lb] 168 cam*, [in.] [psi] 2,500 1.000 cp,N 1.000 Nb [Ib] 4,980 Input data and results must be checked for agreement With the existing conditions and for piausiblityl PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL-9494 Schaan HITU is a registered Trademark of Hilt AG, Schaan allstrea Current Usage: Empty Trash Folder Sizes - .1\ Read Mail 1\ evxoueList | Unread | Subject: From: Date: To: Priority: ~ Con-tpo»e Addresses Folders Settings Search Mail -'. Calendar Logoff Previous |Nex1 Forward | Forward aoAttachment |nanlv|nenhAll FW.-SeiamicDrawingohor the VPmachine "Neil Johnson" <njohnson@shastaboveragws.com» Fri, September G.2018214pm ^dkoh|e@dkeh|earch.nom''«dkmh|e@dhwhlearch.com> Normal View Full Header | View Printable Version | Download this uxnfile Attached are the PE stamped drawings for VP line. Neil Johnson Corporate Project Engineer [cid:ima0e003.png@mzD564o6.7xce7660] National aevpak A National Beverage Company zza* palmuur Drive oainesvllIe' GA 30501 p: (770) 535 - I214 x 4276 C: (470) san ' 0132 Fax: (770) 535-6658 n1ohnson�shastabeverages.com<mailtu:n1uhnson0shastaheverames.com> BHCConsultants, LLC From: Allen, Bill [mailto:hill'allen(2Honeywell.cmv] Sent: Friday, September 6, 2019 1:46 PM To: Neil Johnson Subject: Seismic Drawings for the vp machine REVIEWED FOR CO ' ,- ��� - � ~ . ~ . .~~�°~~~~ ��������� x°� � ��v �wn� � ` , CitY Of Tukwila BUILDING DIVISION Attached! Bill ON Bill Allen Sr. Sales Engineer - Central Region Operations Honeywell zntelligrated I Safety and Productivity Solutions Office: 616'482.3420 Mobile: 616.304.2707 RECEIVED SE^ ,, --- bill'allenf3huneywell.com<mailto:bill.allen(r,'honevwell.cnm, wwy.inteIligrated.cum^httn://www.intellinrated'cum// zntelliKrated.com<http://www.intellimrateg.cum/> ( Twitter<https://twitter.com/intelli«rated, I paceboou^xttps://v*w.faceunok.cnm/paue,/Intellimrateu/zsomz77s1u7s774^ Linkedzn<http://www.linkedin.com/company/intelIiAroted/ � "=E~°~^°ED U� CITY OF T0 ��P �� ���� �«� �= ��"� PERMIT CENTER \ 0 david keh e March 3, 2020 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Jerry Hight M19-0087 RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement New Palletizer for Variety Pack Area New Leg Support anchoring Dear Mr. Hight, The owner has requested a change to the conveyor leg support anchoring per the attached SKS-1 dated 2-26-20 from Shutter Engineers. This is due to revised field conditions. Please accept this revision as submitted. Sincerely, David Kehle RECEIVED CITY OF TUKWILA MAR 0 4 7110 PERMIT CENTER REVtSONN�3 lqoo07 1916 Bonair Drive S,W, Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch,com City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director September 20, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RE: Supplemental Structural Review Mechanical Permit M19-0087 — Revision #1 — Palletizer Platform Framing Shasta Beverages, Inc. — Palletizer - 1227 Andover Park E Dear Mr. Hill, Enclosed is a second set of plans and calculations for you to stamp as you requested. You have already reviewed and stamped the first set we sent to you on September 17, 2019. Please send the stamped copies back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: M1 9-0087 Reviewed a for Substenti E3Y BHC C 4/(// Dale ,00? Approved ompliance Itants Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov / City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director September 17, 2019 William Hill, CBO, ACO BHC Consultants 1601 Fifth Ave, Ste 500 Seattle, WA 98101 RECEIVED sr,p 17 2019 n; Q (znuultants, LLC RE: Supplemental Structural Review Mechanical Permit M19-0087 — Revision #1 — Palletizer Platform Framing Shasta Beverages, Inc. — Palletizer - 1227 Andover Park E Dear Mr. Hill, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: M19-0087 Reviewed and Approved for Substantial D pliance By BHC Donsa fits I Ai a Date q Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov rTh davi keh e '11140 September 12, 2019 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn; Mr. Kandace Nichols RE: Shasta Beverages, Inc Mechanical Permit Palletizer M19-0087 1227 Andover Park East Dear Ms. Nichols, There had been comments regarding the VP Palletizer plafform framing surrounding the Palletizer. Attached are two copies of the plafform framing, structural calculations for the framing, structural drawings for anchoring and structural calculations for the anchoring. The latter is by Shutter Consulting engineers. I have included 2 copies of the platform form framing and the anchoring and the revision submittal form. I trust this will answer any comments. Sincerely, David Kehle Encl. 2 sets of revised framing plans RE\fiSI�NN�iL MN 0087 RECEIVED CITY OF TUKWILA SEP 13 2019 PERMIT CENTER 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com 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 M19-0087 Shasta Beverages, Inc — Palletizer — 1227 Andover Park E Dear Mr. Hill, Please review the enclosed set of plans and documents for structural and nonstructural compliance with the 2015 Intemational 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, LeJ Bill Rambo Permit Technician encl File: M19-0087 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov david kehle. 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 New Palletizer for Variety Pack Area Dear Mr. Hight, As the Design Professional In Responsible Charge, I have reviewed the attached permit submittal, drawings and calculations, for the Variety Pack Palletizer and including structural engineering for the anchoring of the conveyors and equipment cuts. Drawings were prepared by Plump Engineering, Inc. I believe these are adequate for permit submission. Please accept for permit review. Sincerely, David Kehle MftOO RECEIVED CITY OF TUKWILA MAY 2 9 2019 PERMIT CENTER 1916 Bonair Drive S.W. Seattle, WA 98116 (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch,com PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ' PERMIT NUMBER: M19-0087 DATE: 03/04/2020 PROJECT NAME: SHASTA BEVERAGES. INC - PALLETIZER SITE ADDRESS: 1227 ANDOVER PARK E Original Plan Submittal Revision # before Permit Issued __ Response to Correction Letter # X Revision # 3 after Permit Issued DEPARTMENTS: uilding Division Public Works hl\A Fire Prevention Structural Planning Division Permit Coordinator si PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 03/05/2020 Structural Review Required REVIEWER'S INITIALS: DATE: A P VALS OR CORRECTIONS: Appr ved Corre ons Required (corre ions entered in Reviews) Nota DUE DATE: 006/2020 Approved with Conditions Fire Fees Apply Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping LI PW Staff Initials: 12/18/2013 Cl'E. COOP.D COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0087 DATE: 11/08/2019 PROJECT NAME: SHASTA BEVERAGES, INC - PALLET SITE ADDRESS: 1227 ANDOVER PARK E Original Plan Submittal Response to Correction Lette Revision # before Permit Issued X Revision # 2 after Permit Issued DEPARTMENTS: trk\N Itt4 ing Division 1111 Public Works fri\A Fire Prevention Structural Planning Division Permit Coordinator r 1 PRELIMINARY REVIEW: Not Applicable r (no approval/review required) DATE: " 11/12/19 Structural Review Required REVIEWER'S INITIALS: DATE: r APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 12/10/2019 Approved with Conditions Denied (ie: Zoning Issues fl 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 9ERMIT COORD COPY c) PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0087 DATE: 09/13/19 PROJECT NAME: SHASTA BEVERAGES, INC - PALLETIZER SITE ADDRESS: 1227 ANDOVER PARK E Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Nu 4401 Building Division Public Works [-] IQ/A- 61*1 Fire Prevention 1111 Structural PRELIMINARY REVIEW: Not Applicable (no approval/review required) Planning Division Permit Coordinator DATE: 09/17/19 Structural Review Required fl REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 10/15/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping D PW E Staff Initials: 12/18/2013 oPERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0087 DATE: 05/29/19 PROJECT NAME: SHASTA BEVERAGES, INC - PALLETIZER SITE ADDRESS: 1227 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1--ing Division Public Works attAiC' Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable 7 (no approval/review required) 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 E] Fire LJ Ping I PW LJ Staff Initials: 12/18/2013 PROJECT NAME: SITE ADDRESS: I 6.‘1414.:4*Z4. PERMIT NO: k 41' soo g ORIGINAL ISSUE DATE: 41-1 I 17 REVISION LOG REVISION NO. DATE RECEIVED STAFF INIT ALS ISSUED DATE STAFF INITIALS U4L t21 O , Summary of Revision: 100,..f.orw\ rampv4 4'v pi- Received b : REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: RtVis•ea onnwtort Or+ 1 s and_ ___,i. Received by: (P ase print) REVISION NO. DATE RECEIVED STAFF INT LS ISSUED DATE STAFF INITIALS —3 2,- IA- WO it/Al x_ , to Summary of Revision: 3TU‘Sseti Co Qtyfr COVIntui-tw% CrAr" Received by: CW ‘ 0- (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE )RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. .....': . - - DATE RECEIVED ' STAFF INITIALS ISSUED LATE STAFF INITIALS Summary of Revision: Received by: (please print) Ci#V of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://vww,ci.tukwila,wa.us Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01)J 04 \Z.O Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: L�' Project Address: In—/ ciz = 1 Contact Personal le: I4t \ Phone Summary of Revisi Tol,StiO felz. V RECEIVED CITY OF TUKWILA MAR 0 4 2020 PERMIT CENTER umber: 33 —tbci 44— Sheet Number(s): i i,t z. # ,) 2 -2fo -'WZO "Cloud" or highlight all areas of revision inlluding date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on ,tl tiapplicationslforms-applications on line'revision submittal Created: 8-13-2004 Revised: City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431-3670 Fax: 206-431-3665 Web site: httplAvww,citukwila.wa.us Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 14 e77 Plan Check/Permit Number: kik \CI --cm7 \itv ciurtr302___. Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued El Revision requested by a City Building Inspector or Plans Examiner Project Name: 441,6-174, \te Project Address: 12/4 444,04b2_. 5S1- Contact Persoulall0 ilfi6HAZ Phone Number: itto- 433 -gctef Summary of Revision: Tanc7L-No amts.( rev (ftxtaraic Tema/0 (114 41,0 Peorit *dt4 Sheet Number(s): I. 0 QV() 1,St • VI %Aft Mere, So "Cloud" or highlight an areas of revision including datj of revision Received at the City ofTukwila Permit Center by: 1E9= Entered in Permits Plus on 1 1 7 /9' etuiltstr kapplicationsIforms-applications on linerevision submittal Created: 8-13-2004 Revised: City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: littpiAvww,citukwila.wa.us Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: cisiz,\H, Response to Incomplete Letter # 0 Response to Correction Letter # Ei Revision # 1 after Permit is Issued ED Revision requested by a City Building Inspector or Plans Examiner Project Name: •IS5Zt. %t' .13(AA511.3 Plan Check/Permit Number: M 005-1 ("NtrIlrli Project Address: 72/ 4*.t.AWN2- 'REV- ttof Contact Person:4no Wikke Phone Number: 1%4'31 Summary of Revision: -MI(Lki\ V241/1(0C4 %.6 15trykt6o 144.JUZIA30‘.., TIECERFED CITY OF TUKWILA SEP 13 2019 PERMIT C Sheet Number(s): I .0 Itt-tA "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on %applications‘forms-applications on linerevision submittal Created: 8-13-2004 Revised: CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplan@ci.tukwiIa.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACIOR REGISTRATION PERMIT NO: 1%1 1 q's 0° 9 7 STATE OF WASHINGTON) ) ss. cowry OF KING Lel .:-P.,••••*"... , states as ollo s: [please print name] i. 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 CI, 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. Owner Owner's Agent* Signed and sworn to before me this ‘kdavof , 20 L.NOTAkY PUBLIC i nd for the State of Washington Residing at / , County Z 04-Welk Name as commissioned: My commission expires: f. • \ 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; I, 18. An entity who holdegyatititeltetAcl,t)'amtractor's license under chaptelikO‘ygnagt iploys a certified journeyman electric4an71 cOltifiediregieteptjal specialty electrician, or an el4ctric traitiee'Reeirng the requirements of chapter ,028 RCW.to pform plumbing work that is incidental , irectJy, and imliedialy appropriate to the like-114- n eiM'Iceme t of a`household appliance or other snlalltlifu .011ttAX" lii:requipment that requires limited powerad waste and/or water connections'r4 elecItic4trainee must be supervised by a certified electeitiAiNhile performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. EGN BOLTS W/ECTION OFVEYOR LINESHSS MPER ELEVELI"O III FOOT ItAT EXP.S EAC?2"O (EMBED 3v4") (E)SLAB ON HSS MEMBER PER GRADE it FRAME ELEVATIONS SECTION A-1.0 SCALE: 3'4"-V-O" SECTION 13-1.0 SCALE: % =V-0" '• _ I I I _ I i i l M SEE PARTIL I 1 ( I I 1 i S N PLAN THIS THIS SHE - r_ I I i I I I I I I I I � I I 1-4 I I I , o - 1--a----E-- II -4--�--1-}-�-- - - }-- --� <a © -----I—}I--i --� --I --�-II A I LL`L FOUNDATION PLAN I i I i I I I I 1 I I i I I 1 Nms �) �oEftlP+m anon a aiwiN aotl a t�cc _ -o• �. .,-0. ' z) m Ixtano.P�lamiceme�r m Irtantsr v � rer-r cmn -.• t b b b b b b b b(6 b b 6 b (6 ' ---------- it I �- x7Yz"- CONVEYOR SYSTEM BY OTHERS AOLT EACH END MEMBERSPER ME I I I SECTION C-1.0 SCALE: Y4"=l'-0" U4x3x0' w/2-%" THRU H'. SECTION D-1.0 SCALE: X"--1'-O" -nN '- PARTIAL FOUNDATION PLAN SCALE: Jis"=l'-O" 1) TOP OF FINISHED FLOOR AT ELEVATION 30.0' IS REFERENCE DATUM D'-O" . 2) CONTRACTOR TO VERIFY ALL DIMENSION AND CONDITIONS IN FIELD AND NOTIFY ENGINEER AND ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION, ER WRAPPER GENERAL NOTES PER NATION CODE: INTERNATIONAL EXISTING BUILDING CODE, 2015 EDITION BUILDING RISK CATEGORY= H END PLATE SEISMIC DESIGN INFORMATION: THIRD HSS Ss=143.2% SD,=.955 5,=53A% SDI =.534 EQUPIMENI• VALUES: It, =2.5 Rp=3.0 C16=2.0 I1,=1.0 --------------------------------------------- ----------------------------- r---------I I---------- ---II----------�F ----------------------- I I I — —I— I I CONVEYOR & I I I I I I I ( I I I I LJ------ LEGS BY OTHERS I I L _ (- , C- 1 , I CONVEYOR LEGS BYOTHERS I I I I I I SECTION I 1 HSS 3x2x1'a" 1 1 SEC c Tt�o c-1.0 I I I I ------� L ---- B-� HSS 2x2A" ANGLE RACE SECTION (TYP•) SECTION D-1.0 D-1.0 HSS 2x2x1s" FRAME (TYP.) NOTE: USE THIS SET UP HSS 2x24" FRAME IF SPACING IS OVER 8'-0" (TMP•) SECTION MAXIMUM A-i 0 SECTION / Y SECTION A-1 0 S ELEVATION 1 ELEVATION EON ELEVATION 2 SECTION ACTI A-1.0 \ ELEVATION i ( LONG SPAN ( \ ELEVATIONI TYPICAL / ELEVATIONI SCALE: 3♦"=1'-O" / ( ) SCALE: -Y4"-1'-O" ( j i \/ 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. STRUCTURALSTEEL: STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy=36,000 psi) OR ASTMA992 GRADE 50 (Fy=50000 Psi). APPLY PRIMER COATS PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3l16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE With AWS DLL AND DI.S 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 PROVIDEADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE ANDALLNATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECTS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. MECHAMCAL. 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. F I L P Permit No. r Plan review approval is subject to errors and omissions Approval of construction documents does not authorize the violation of any 800Dted code or dtd10a0CR. Receipt f apield Copy' and n a no ged: Byc Date: C0 of Tun '-a BUILDING DIVISION (— I LEGS BY OTHERS i II I ELEVATION 1 SUPPORT LEG FRAME SCALE: 3/4"=l'-O" MAXIMUM SPACING IS 14'-0" ox. �, NF40 oyt 4t .Is4� tom= FhOklt t(�, Digitally signet John Headlanc Date: 2019.10. 12:28:43 -07'0( s g 35 g I' ao Rise NWp 21 �aeK 0 a 0 w i a � o d W (D 0O 00 U �LJJ ¢z W �o z >� ° w W O X = I— mL; z Q< Fa—z ag O N W N z _O U LLI U) ENGINEER: AH CHECKED BY: JH DATE: 10-18-19 JOB No.: 10-23.06 SHEET No.: 1.0 _— F 1 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 15 2019 City of TLlkwila BUILDING DIVISION No C!:az aes =_Bali : d- ":ade to the scope of worn woriout : aporoval of the Tukwila Buodmg Division. NOTE: Revisions will re0uire a new clan pp�p� pa submittal and :-'. , iude adpqp ditional plan review. IIE.rISION NO.A. RECEIVED 19coOO87 CITY OF TUKWILA NOV 0 7 2019 PERMIT CENTER SHASTA BEVERAGES, INC 1227 ANDOVER PARK EAST TUKWILA, WA 98188 891 i PALLETIZER INSTALLATION PROJECT INFORMATION: 1) SCOPE OF WORK: Inlelligrated is responsible for the design and Installation of the proposed material handling and conveyor equipment shown on the drawings. This includes the palletizer unit, maintenance catwalk, stairs and post installed anchors to the floor. 2) DEFERRED ITEMS: Life safety Items including egress paths, fire suppression, sprinkler locations, emergency lighting, alarms, tactile signs, and smoke suppression are by others. GENERAL DESIGN NOTES: 1) BUILDING CODE DATA: IBC 2015 model code with Washington State Amendments and ASCE 7-10 incorporated) Risk Category = II Seismic Importance Factor la = 1.0 Ss = 1.432 g St = 0.534 g Site Class = D Stiff Soil (default) SDs = 0.955 g SD, = 0.534 g Seismic Design Category = D 2) POST INSTALLED ANCHORS: See drawings for details. Periodic Special Inspections shall be provided. SITE LOCATION r OPY1 Permlt No. ?Ian review approval sutolect to errors ano ,missions Approval 01 construction aocuments does '10, authorize the vloiati n 01 any aadD1l'd COtle Or ordinance Recelgt 0i 0 roved l,o9eC Co0y and Bw sI By. Date: G y of rut wlla SuILDING ONISION ARev'sIbnswIII ISIONS No lbe n.aoe to the scone Ot ),o- apOfOval Of the uilding Division. NOTw10 reaulre a new clan submittaude additional plan review. i?ECEWED CITY OF T'LkKWILA SEP 13 2019 PERMIT CENTER MBUILDINGDIVISION ERMIT FOR: anical eal ingipingkwilaIVISION REVIEWED FOR ODE COMPLIANCE APPROVED SEP 24 27S 019 WV City Of Tukwila BUILDING DIVISION Reviewed and Approved for Substantial b Ovence Bl Ha✓Or Itants Da,.y /�`� PATTERN NUMBER PRODUCT � DATA CASE DIMENSIONS CPM CASES/ LAYER LAYER/ LOAD LAYER SIZE METER SPEED (FPM) L W H' 1 24112 07 16.25 1 10,63 5.2 5 47 10 10 48-3/4 X 37-1/2 66 2 24.'16 ❑Z 16.25 10.63 6.38 4 % 10 8 48-1/B X 37-1/2 66 PATTERN #1 10J PATTERN #2 10B NOTE: ALL PATTERN GAPS MAY OR MAY NOT BE FORMED AS REPRESENTED GENERAL NOTES: 1. BUBBLE NUMBERS RELATE TO MARK NUl___ SHIPPING BILL OF MATERIAL Q8` PALLET SIZE: 48 X 40 x 5-1/2 GMA INFEED ELEVATION = 1 12-1 /2" DISCHARGE ELEVATION = 24" T.O.R DESIGN SPEEDS FEET PER MIN. HP MTR VFD BRAKE ITEM F.P.M. INFEED/SPACER BELT 71/2t3_ t BAL Y FORCE CASE TURNER/ROW FORMER 2301162 1 BAL Y ROW PUSHER BAR 186 1.5 BAL Y NEXEN LAYER PUSHER BAR 132 1.5 BAL N NEXEN LAYER TABLE 13d 1 BAL N APRON 116 1.5 BAL N NEXEN HOIST- HIGH SPEED 50185 10 BAL Y NEXEN PALLET CHAINS 60 1.5 BAL Y 891i SPECIFICATIONS FOR PALLETIZER: CUSTOMER: SHASTA BEVERAGES LOCATION: TUKWILA, WA MACHINE S.N.: 01-A-18-14089.28 CUSTOMER P.O. NO.: 011230 ELECTRICAL SERVICE: 460 VOLTS / 3 PH. / 60 HZ. PROGRAMMABLE CONTROLLER: COMPACTLOGIX L33ERMS PNEUMATIC SERVICE: 1 CFM @ 80 PSI PAINT: INTELUGRATED GRAYS 00000100 & 00000121 MOTORS: BALDOR REDUCERS: DODGE MAX WEIGHT FOR A LAYER OF PRODUCT 500 LBS. MAX WEIGHT FOR A FULL LOAD OF PRODUCT 3000 LBS. MAX. REACTIVE LOADING AT ANY PIER 4000 LBS. MAX. WEIGHT FOR MAIN MACHINE AT SHIPPING 19500 LBS. CUSTOMER'S RECEIVING DOOR SIZE: "W"= 10' (120') "H"= 112' (144') ANCHOR MACHINE AND FLOOR MOUNTED ACCESSORIES WITH HILTI KWIK BOLT TZ CARBON STEEL WEDGE ANCHORS 1 /2" x 5-112" LONG INSTALL PER ICC-ESR 1917 AND MANUFACTURER'S INSTRUCTIONS PROVIDE MINIMUM 3-114" EMBEDMENT IN 6" THICK I", = 3,000 PSI CONCRETE SLAB nECEIVED CITY OF TW"VILA SEP 13 2019 PERMIT CENTER �zo o u, w ¢N0WF 0am pZzaE o a�,7d) � O N a C �ssr iQ-z7wm a�;�Q ao=3; o�oaJ a�r�H 4o�az Zoo Faa a Z 0 0 N (O a W 0 0 6 W r � m N 1 w Z � 2 r r m V w m m � O U 3 Y N � p S U m rn aD b � z � v c6 U zw Z 3 z z oQ o a � H f- W Y n L—L mac, t0 (9 () wu- Ill u o � U W ul of Z_ W Y LL, = o co ¢ a o ti a a o - z 0 N a o cp Q FOR APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION 22 14 DETAIL B ITEM QTY PART NO. DESCRIPTION DING, NO. 2 STE P E, 7 69 b i; q 11. , 1 1,11 1-2 934i4c3 3v" 341464 T 4 1 < ,4 93, 1-5 9.N ; 4 ACT 9-4 4- 9513,43 1,1 93- 14 ,5 4 ik 1 K3 112 11, 0 C 3 6- 1 3 -G ZP 19 13 93206271XX PH=XX PLATFORM HEIGHT ..... Err 2s' 1. b"is F—Wup- i G, ph=�! 1 27 cW;'! hFr p 145 i6� 51 :4 2.1 A DETAIL A nECEIVED CITY OF TUKWILA SEP 13 2019 PERMIT CENTER %OB 40 6 ?01? t j REVIEWED FOR CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILDING DIVISION C C C c CF c C c C C LOW OR ELEVATED CONVEYOR — — Y2"0 HILTI KWIK I NOTE: SECTION IS BOLT TZ IN TYPICAL © EACH EACH FOOT PAIR OF LEGS CONVEYOR ANCHORAGE SECTION A-1.0 SCALE: 3/4"=1'-0" n n n n n n � n INSTALL YOO HILTI KWIK BOLT—TZ Fb(EMBED 3Y4") PLAN (E)TUBE STEEL 71/ LEG FOR PALLETIZER I (E)CONCRETE SLAB PLAN PALLETIZER ANCHORAGE SECTION B-1.0 SCALE: Y4"=V-0 T 60'� 6• T T t3Ri'-0- ao'-o• 40'-0• ao'-0• a0'-1 ao•-o• ao'-6- c.s. I.K'�,�SejO, I I I I i b � a Y SEE PARTI FOUNDATI THIS SHEET L N PLAN I } " �ll ounoe�'i P> — aowr — — — — —�— — — h _ II i i i I i I' n I 1 i I i I I I ,¢ i ILI I I I i 1 i I �+, ( I I I i 1 i i ExrmlNc BUIInINc i I i I I i `j •�—�—�_. �( i I -.. E)I LOP t-- Im _ a 1 nLT vu�s¢ i 1 - �L i i4_ i Eximnc s• B, — 1 1 L_ —rk---- 1 1 ffIIll 1 1 1 ff''11 rrll'' ffII'' 1 ff'' 1 1 i SrrPJ 1 I I I I I I -1- -� I - I i -1- I I � omcE -J RI 1 20'-6• i i - 20'-0• i i i 20'-0• - ' 20'-0' I 20'-0• I SY-0• i 20--0• 1 20'-0•2v-S.20'-0• I 20'-6• Nines: 1) mP of _v 2) co pgpfi OI J21'-o• (.— Y£ 1m 11 7 7 7 VDATION PLAN •zo•-o- fM Roof AT REVAiION N.0 IS REfE IMCE s1— .wo eRcxrtEi o — ois AmavclEDs°D o �oCNON STRETCH WRAPPER FOOT PLATE, INSTALL ll 442"0 HILTI KWIK ° ® ° BOLT—TZ PER FOOT (EMBED 3Y4") PLAN °C STRETCH WRAPPER I STRETCH WRAPPER SECTION C-1.0 SCALE: 3/4"=1'—O" 1 3 40'-6" I -LETIZER i000# IGHT) ?ETCH WRAPPER i000# WEIGHT) _�rPARTIAL FOUNDATION PLAN. SCALE: Y6"=1 —0" 1) TOP OF FINISHED FLOOR AT ELEVATION 30.0' IS REFERENCE DATUM 0'-0" . 2) CONTRACTOR TO VERIFY ALL DIMENSION AND CONDITIONS IN FIELD AND NOTIFY ENGINEER AND ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. GENERAL NOTES CODE: INTERNATIONAL EXISTING BUILDING CODE, 2015 EDITION BUILDING RISK CATEGORY = II LIVE LOADS: UNIFORM LOADS LOCATION LIVE LOAD REDUCIBLE ROOF 25 PSF (SNOW) 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): VBa =110 MPH VBsd = 85 MPH EXPOSURE`B" X= L0 K, I.00 SEISMIC DESIGN INFORMATION: Ss = 143.2% SDS = .955 S,=53.4% SD)= .534 EQUPIMENT VALUES: ap=2.5 Rp=3.0 0, 2.0 IE = 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 REPORTESR-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 3116" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS DI A 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, SHUTLER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE 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 CONTDITIONS: 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. nEGxiVED CITY OI" i'U Rti'a ILA SEP 13 2019 CODE COMPLIANCE APPROVED SEP 24 2019 City of Tukwila BUILD G DIVISION I 41 0 �0 'T v a .'7 0 h U W�jd p C �E� 2 a I I W z 3 nT= �aN c o N Cip ��3 @¢°moo O F- a U W U) t_ W W � W 00 L 00 I— ///Wn — V —W Q :2 W Z W ry W - Y O I- W0t!< wO-z z _I ¢ D_ _ WD-aWo � z W z o _I Q� iZ¢ W U Z " ¢ J 06 Qz N= O IJ.I U) z ENGINEER: AH CHECKED BY: JH DATE: 7-11-19 JOB No.: 10-23.04 SHEET No.: 0 1 OF1 A TENANT IMPROVEMENT FOR: SHASTA BEVERAU"ES INC. 111, 1 r% MAIN r , F-l""ALLETIZER 1227 Andover • e. Park E Tukwila, WA 98188 REVISIONS No cr,ar.ges shall be made to the scope Of work w'Itnout ono' aCoroval Of tine Tukwila Budding Division. NOTE: Revisions will require a new plan submittal and may include additional plan review. FILL grjr Permit No. �U Plan review approval is sub)ect to errors ano omissions. ApprovaLof construction aco, ments does n0I authorize the vloiahon of any agopted code or OfdiOanCR. Receipt of a ov FelEtl tl Copy and conditions s acKckno-i Date_• - - t• City of TuKwfI. BUILDING DIVISION SYMBOL LEGEND ABBREVIATIONS GENERAL NOTES PROJECT DIRECTORY SHEET INDEX & AND - JAN. JANITOR 1. ALL CONTRACTORS AND SUBCONTRACTORS WILLTHOROUGHLY FAMILIARIZE OWNER: - GENERAL (NOT ALL ABBREVIATIONS MAY BE USED IN THIS DOCUMENT) @ AT JT, or JNT JOINT THEMSELVES WITH THESE CONSTRUCTION DOCUMENTS AND WILL VERIFY EXISTING SITE SHASTA BEVERAGE G000 COVER SHEET A.B. ANCHOR BOLT JST. JOIST AND CONDITIONS PRIOR TO SUBMITTING A BID. ALL SUBCONTRACTORS WILL PROVIDE 1227 ANDOVER PARK E EXTERIOR ELEVATION TARGET EXTERIOR ELEVATION TARGET A.C. ASPHALTIC CONCRETE DETAIL DESIGNATION A.C.I. AMERICAN CONCRETE INSTITUTE ALL LABOR, SUPERVISION, AND MATERIALS OF EVERY TYPE WHICH MAYBE TUKWILA WA 98188 ELEVATION DESIGNATION ACP ACOUSTIC CEILING PANEL L ANGLE NECESSARY FORA SUCCESSFUL COMPLETION. ALL WORK E T U PERFORMED IN A ARCHITECTURAL ����--- X LB, or # POUNDS GOOD AND WORKMANLIKE MANNER ACCORDING TO THE TRUE INTENT AND ARCHITECT & ENGINEERING TEAM: A000 SITE PLAN �� A.D.A.A.G. AMERICANS WITH DISABILITIES ACT LG. LONG MEANING OF THE DRAWINGS AND SPECIFICATIONS. AX. PLUMP ENGINEERING INC. ACCESSIBILITY GUIDELINES THEE? REFERENCE NO. A.F.F. ABOVE FINISH FLOOR MAT. MATERIALMAX. MAXIMUM 2. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL NOT HAVE CONTROL, OF AN E EIM,KATCA AVENUE A700 PALLETIZER PLAN SHEET REFERENCE NO. ALUM. ALUMINUM ANAHEIM, G EG P M.B. MACHINE BOLT AND WILL NOT BE RESPONSIBLE FOR. CONSTRUCTION MEANS, METHODS, VIEW NUMBER A.P.A. AMERICAN PLYWOOD ASSOCIATION MEZZ. MEZZANINE TECHNIQUES, SEQUENCES, PROCEDURES, OR SAFETY PRECAUTIONS AND PROGRAMS CONTACT: GREG PANEK BUILDING SECTION TARGET A.Q.T. ABRASIVE QUARRY TILE MIN. MINIMUM IN CONNECTION WITH THE WORK ON THIS PROJECT OR FOR THE ACTS OR OMISSIONS TEL: L: G ANEK 35 STRUCTURAL VIEW NAME a DETAIL ARCH. ARCHITECTURAL MISC. MISCELLANEOUS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMINGEMAIL: PNEKQPEICA.COM 5001 GENERAL NOTES A.S.T.M. AMERICAN SOCIETY FOR TESTING MPH MILES PER HOUR ANY OF THE WORK ON THIS SITE, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY /A� Al 5ci ti8"=I' MATERIALS M.P.S. MODULAR PANELBOARD �- ENGINEERING TEAM (MECHANICAL & PLUMBING): Sim SrrE PLAN VIEW SCALE OUT THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT AND OR CONSTRUCTION DOCUMENTS. PLUMP ENGINEERING INC. 5101 PARTIAL ROOF FRAMING PLAN SHEET REFERENCE NO. SYSTEM SHEET NUMBER BLK'G BLOCKING M.S.B. MAIN SWITCH BOARD 914 E KATEILA AVENUE SECTION DESIGNATION B.N. BOUNDARYNAIL MTL. METAL 3. ALL CONTRACTORS WILL PROVIDE ADEQUATE BRACING AND/OR SHORING TO ANAHEIM, CA 92807 BM. BEAM CONTACT: MOSTAFA ZUBAIR INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING PARTIAL SECTION TARGET INTERIOR ELEVATION TARGET B.O.J. BOTTOM OF JOIST (N) NEW COMPONENTS IE: STRUCTURAL WALLS, INTERIOR WALL ASSEMBLIES, ETC. DURING THE TEL: (714) 385-1835 - PLUMBING B.U.R, BUILT UP ROOFING NO. or # NUMBER EMAIL: MZUBAIRQPEICA.COM DETAIL DESIGNATION BOTT. or (B) BOTTOMONSTRUCTION PHASE OF THIS PROJECT. P001 GENERAL NOTES AND SCHEDULE A\\\fAt N.I.C.NCNOT IN CONTRACT P700 SITE PLAN - X SHEET REFERENCE NO. C CONDUIT N.T.S. NOT TO SCALE 4. WORK WILL BE COORDINATED WITH ALL TRADES IN ORDER TO AVOID INTERFERENCE, AX.O AND AVOID OMISSIONS. 'p101 ENLARGED COMPRESSED AIR PLAN C.B.S. CENTERLINE PROJECT SUMMARY SHEEP REFERENCE NO. SECTION DESIGNATION O.C. ON CENTER C.B.B. CEMENTITIOUS BACKER BOARD O.F.C.I. OWNER FURNISHED, 5. ALL MATERIALS USED WILL BE NEW AND BEAR U.L. LABELS WHERE REQUIRED AND MEET C.B.C. CALIFORNIA BUILDING CODE CONTRACTOR INSTALLED APPROPRIATE N.E.M,A. STANDARDS. SECTION DETAIL TARGET ELEVATION REFERENCE TARGET C.C. CORE DRILL - O.F.O.I. OWNER FURNISHED, - PALLETIZER EQUIPMENT (RE tkf-N,CE:-ONLY EL=X-XX SECTION/ C.J.CONTROL101NT(COLD JOINT) OWNER INSTALLED DETAIL DESIGNATION 6. LAYOUT ALL PARTITIONS BEFORE BEGINNING CONSTRUCTION TO PREVENT ERRORS BY SCOPE OF WORK: - EQ-1 PALLETIZER CUT SHEET (REFERENCE ONLY) CLG. CEILING DISCREPANCY. ALL DRYWALL PARTITIONS WILL BE INSTALLED AS NOTED ON THE MAIN BUILDING PALLETIZER AND STRETCH WRAPPING MACHINE. X -To.W. ELEVATION O.H. OPPOSITE HAND DATUM CUR. CLEAR OPNG. OPENING DRAWINGS. EQ-2 STRETCH WRAPPER CUT SHEET (REFERENCE ONLY) AX.O C.M.U. CONCRETE MASONRY UNIT SHEET REFERENCE NO. -t-X'-XX' PLAN D TA UM COL, COLUMN P.C. PLUMBING CONTRACTOR 7, EACH SUBCONTRACTOR WILL AMEND AND MAKE GOOD AT HIS OWN COST, ANY _\ CONC. CONCRETE P. LAM PLASTIC LAMINATE OR DEFECTS OR OTHER FAULTS IN HIS WORKMANSHIP AND/OR HIS SUPPLIED MATERIALS. APPLICABLE BUILDING CODES: ,CONN. CONNECTION PARALLAM (BEAM) BUILDING 2015 INTERNATIONAL BUILDING CODE W1 WASHINGTON AMENDMENTS MATCH LINE COLUMN CENTERLINE - CONST. CONSTRUCTION _ CONST. IT. CONSTRUCTION JOINT PL. PLATE - g. VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO ORDERING, CUTTING AND/OR FIRE 2015 INTERNATIONAL FIRE CODE W) WASHINGTON AMENDMENTS MATCH LINE SE X/XX CONT. CONTINUOUS - P,L. PROPERTY LINE INSTALLING MATERIAL, PRODUCT OR EQUIPMENT. IN THE EVENT OF ANY PLUMBING 2015 UNIVERSAL PLUMBING CODE W/ WASHINGTON AMENDMENTS MATCH LINE SE X/XX CONT. CONTRACTOR PLYWD. PLYWOOD DISCREPANCIES, CONTACT THE CONSTRUCTION MANAGER BEFORE PROCEEDING MECHANICAL 2015 INTERNATIONAL MECHANICAL CODE W/ WASHINGTON AMENDMENTS . COMP COMPACTED (ION) PR' PAIR WITH THAT WORK. ELECTRICAL 2015 INTERNATIONAL ELECTRICAL CODE W1 WASHINGTON AMENDMENTS C.T. CERAMIC TILE PSF. POUNDS PER SQ. FOOT ACCESSIBILITY 2015 INTERNATIONAL BUILDING CODE W! WASHINGTON AMENDMENTS ROOM NAME AND NUMBER TARGET PARTITION TYPE TARGET PSI. POUNDS PER SQ. INCH 9. CONTRACTORS SHALL NOT SCALE THESE DRAWINGS FOR CONSTRUCTION PURPOSES. ENERGY CODE 2015 WASHINGTON STATE ENERGY CODE IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, - XXXX ROOM NAME 1 DBL, _ DOUBLE Q,T, QUARRY TILE CONTRACTOR SHALL NOTIFY ARCHITECT. FIGURED AND CALCULATED DIMENSION BUILDING DATA DEG. or ° DEGREE TAKES PRECEDENCE OVER SCALED MEASUREMENTS. DETAILED DRAWINGS AND j --PARTITION TYPE DIA. or 0 DIAMETER CONSTRUCTION TYPE: VB ^^^-I ROOM NO. WALL ASSEMBLY RAD. OR (Rj RADIUS LARGER SCALE DRAWINGS TAKE PRECEDENCE OVER SMALLER SCALE DRAWINGS. AUTOMATIC SPRINKLER SYSTEM: YES DIAL. DIAGONAL REINF. REINFORCEMENT ALL PLAN DETAILS AND WALL SECTIONS ARE ASSUMED TO BE TYPICAL CONDITIONS DESIGNATION DIM. DIMENSION NUMBER OF STORIES: 2 SEPARATE PERMIT UNLESS DETAILED OR NOTED OTHERWISE. DOOR NUMBER TARGET KEY NOTE TARGET DR. DOOR S.C. SAW -CUT JOINT REQUIRED FOR: DWG.(S) DRAWING(S) SCHED. SCHEDULE PROJECT DATA: 10. ADD SUFFICIENT BLOCKING IN STUD WALLS TO SUPPORT All ITEMS OR EQUIPMENT Mechanicral l� 1 SHT. SHEET SHOWN OR SPECIFIED TO BE ATTACHED TO THE WALLS. PROVIDE ADDITIONAL ZONE: TUC-WP (TUKWILA URBAN CENTER - WORKPLACE) `.� DOOR NUMBER (E) EXISTING OCCUPANCY: F, S-1 Electrical -- NOTE NUMBER SIM. SIMILAR OF ATTACHED IT PORT (ANGLES, CHANNELS, ETC.) WITHIN WALLS WHERE THE WEIGHT EA. EACH SM SHEET' METAL Of ATTACHED ITEMS OR EQUIPMENT IS TOO GREAT TO BE SUPPORTED BY METAL AREA OF WORK: 1,189 S.F. Plumbing E.C. ELECTRICAL CONTRACTOR SMS SHEET METAL SCREW STUDS, PROVIDE BLOCKING FOR OWNER FURNISHED OR INSTALLED ITEMS. I Gas Piping REVISION TARGET/ADDENDUM TARGET NORTH ARROW E.F. EACH FACE SPEC,($) SPECIFICATION(S) - Cityaf Tukwila EL. ELEVATION SQ. SQUARE 11. ALL FINISHED FLOOR ELEVATIONS REFER TO ARCHITECTURAL DRAWINGS ONLY. REFER BUILDING DIVISION REVISION NO. PLAN E.N. - EDGE NAIL NORTH SQ. IN. SQUARE INCH CIVIL DRAWINGS FOR RELATIONSHIP TO PROJECT BENCHNARK(S). OR ADDENDUM NO. N TRUE E.O,C, EDGE OF COUNTER (EDGE OF SQ. FT. SQUARE FOOT NORTH EQUIPMENT S.S. STAINLESS STEEL 12. ANY ADDITIONS OR CHANGES TO WORK MUST BE AUTHORIZED IN WRITING BY THE EQ. or = EQUAL STD. STANDARD CONSTRUCTION MANAGER. NO ALTERATIONS WILL BE MADE ON THIS PROJECT EQUIP. EQUIPMENT STL. STEEL EXCEPT UPON WRITTEN ORDER BY THE CONSTRUCTION MANAGER, E.S. EACH SIDE STOR.T. STORAGE EXP, EXPANSION e��ard STRUCT. STRUCTURAL 13. WEATHER CONDITIONS: CONTRACTORS WILL PROTECT ALL PARTS OF THEIR WORK i u ( y v FACT. FACTORY SUSP. SUSPENDED FROM WEATHER DAMAGE DUE TO FROST, RAIN, HEAT, ETC. AND WILL MAKE GOOD J.-,1 Sfi fx,,, pn p-� SYM. SYMMETRICAL TO THE SATISFACTION OF THE CONSTRUCTION MANAGER AND/OR GENERAL I'w g c �-' y �+f E1,°"�-�'C%� YIISnce F.D. FLOOR DRAIN IT) TOP CONTRACTOR ANY PORTION OF THE WORK WHICH MAY HAVE BECOME DAMAGED. 8Tr LSO Copsu its VICINITY MAP F.D.C. FIRE OUDEPT. CONNECTION d r/Wrq �l'(/j FDN. FOUNDATION T.B.A. TO BE DETERMINED 14. SITE SAFETY: EACH CONTRACTOR WILL ABIDE BY LOCAL AREA STANDARDS AND F.F. FINISHED FLOOR TEMP. TEMPERED (TEMPERATURE) RELATED OSHA STANDARDS FOR THE PROTECTION AND SAFETY FOR THEIR EMPLOYEES F.F.L. FINISHED FLOOR LEVEL THK. THICKNESS ON SITE. THIS ARCHITECT AND HIS PROFESSIONAL CONSULTANTS WILL BE HELD F.G. FLOAT GLASS T & G TONGUE & GROOVE HARMLESS BY THE OWNER, GENERAL CONTRACTOR AND RELATED AWARDED TRADES c 1 5 rk E , r xis UT' FLR. FLOOR T.N. TOE NAIL ON THIS PROJECT FOR ACCIDENTS OR INJURIES CAUSED OR ACCRUED ON THIS / r -r.u�,.: E FIN. FINISH - r ,; _ F n T.O.B. TOP OF BEAM PROPERTY DURING THE PRE/ACTUAL/POST CONSTRUCTION PHASES OF THIS PROJECT. kY 4. i'-.Zc z` F.N. FIELD NAIL .. ' ( �,.wmsv ; A T.O.C. TOP OF CURB u a,.�1J? r T p,. ,.r $, F.O.B. FACE OF BEAM T.O.F. TOP OF FOOTING 15. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR REMOVAL OF DEBRIS SY €#;• " F.O.F. FACE OF FINISH T.O.PL. TOP OF PLATE ACCUMULATED BY EACH TRADE. HOWEVER, EACH TRADE WILL KEEP THE JOB SITE RECEIVED F.O.J. FACE OF JOIST T.O.S. TOP OF SLAB CLEAN AND SAFE AT ALL TIMES, ALONG WITH A BROOM FINISH AT THE END OF EACH F.O.M. FACE OF MASONRY T,O.W. TOP OF WALL WORKING DAY. F.O.P. FACE OF POST TYPICAL F.O.S.FACE OF STUD TYP. �IUty Q 16. TRANSITION OF DIFFERENT FLOORING MATERIALS AT DOORWAYS SHALL OCCUR AT ZUIS F.R.P. FIBERGLASS REINFORCED PANEL U.B.C. UNIFORM BUILDING CODE CENTERLINE OF DOORS TYPICALLY. TT' FT. FEET R SINK U.S.P.U.UNDER .N. UNLESS OTHERWISE PERMIT 17. PAINT ALL WALL SURFACES, POOR FRAMES, BULKHEADS AND CEILINGS IN ROOMS J REVIEWED FOR BNC C°nsuitants, LLC L cr t,.',a _ FIG. FOOTING WHERE INDICATED ON ROOM FINISH SCHEDULE. PAINT BEHIND ALL MOVEABLE ITEMS 1 CODE COMPLIANCE t a ` ' h _ . VERT. OR (VI VERTICAL ADJACENT TO WALLS RECEIVING PAINT AND RELOCATE ITEMS. r 1 - �( ;y y GA. GAUGE (GAGE) V.W.C. VINYL WALLCOVERING APPROVED G.B. GYPSUM BOARD NOTES y RECEIVED W -EXP EXPOSED E SHALL HAVEA WEATHER RESISTIVE BARRIER TO g T -1 �,s #a w,.�'-`T ' G.C. GENERAL CONTRACTOR 18. ALL FATHER O SURFAC S CITY OF TITK�'VILA GALV. GALVANIZED WI WITH PROTECT THE INTERIOR WALL COVERING AND EXTERIOR OPENINGS SHALL BE FLASHED JU 31 2019 WD. WOOD IN SUCH A MANNER AS TO MAKE THEM WATERPROOF. 1' G.I. GALVANIZED IRON W.G.B. WATER RESISTANT GYPSUM MAY 2 9 GIB. GLUE -LAMINATED BEAM BOARD 19. ALL PLAN DIMENSIONS ARE TO FINISHED FACE OF FINISHED WALLS, FACE OF V 6� 2019 1. THE CONSTRUCTION SHALL NOT RESTRICT A FNE-FOOT CLEAR AND H.D. HUB DRAIN W.LB. WALK-IN BOX MASONRY, AND CENTERLINE OF COLUMNS, UNLESS NOTED OTHERWISE. UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES City of Tukwila HDR. HEADER WT. WEIGHT (POWER POLES, PULL -BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, BUILDING DIVISION PERMIT CENTER ) HOW. HARDWARE WWM. WELDED WIRE MESH 20. VERIFYALL ELEVATIONSAND DIMENSIONS OFSTRUCTURAL ELEMENTS WITH APPURTENANCES, ETC. OR TO THE LOCATION OF THE HOOK-UP, THE ARCHITECTURAL DRAWINGS. IN CASE CONFLICT, NOTIFY ARCHITECT. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER HGRHANGER . CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND BE RESPONSIBLE FOR THEM. ALL OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY 7 HGT. or HT. HEIGHT DIMENSIONAL DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE 4^+,�, s ' H.M. HOLLOW METAL CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 5r a T E ¢gp1d� 'r r'`jV�'r HORIZ. or H HORIZONTAL ARCHITECT, H.S.B. HIGH STRENGTH BOLT 21. PLANS FOR MODIFICATIONS TO EXISTING FIRE PROTECTION EQUIPMENT SUCH AS I.D. INTERIOR DESIGN STANDPIPES, SPRINKLER SYSTEMS AND FIRE ALARM SYSTEMS, SHALL BE SUBMITTED TO IN. INCH THE BUILDING DIVISION AND APPROVED BY THE FIRE DEPARTMENT BEFORE EQUIPMENT IS ALTERED OR MODIFIED. INFO. INFORMATION TtlY�VLLAyHI/GTLC ; d_ ivy NY. INVERTED Id SHASTA BEVERAGES 1227 Andover Park E. Tukwila, WA 98188 5/22/19 LU Z W LLI Z _V CO o W EO t > r) a LU —� (D O' E m = > Q (D O > <i E f/) Z C < Q i\ a = N v N REVISIONS FOR CITY SUBMITTAL '.. 05/22/19 W LU U-1 Prolaat Manager. O CR Date: 5122/19 saa�a: I' m Prolea Namtee: 1905022 H SH E E T NUM BER ot O i o� ui 0 0 0 0 0 0 0 0 0 10 ,z 20'-7" 20'-0' 20'-0" 20'-0" 40'-0" 27-0" 20'-0" 40'0' 4U-a' 49-W ( I 20 21 22 23 F24 25 I I ' I I I ( 1 _ I ��J'r✓,IL LI I it II I I I� Lj Cl ILr MODEL li✓ . ry Ih IC d ❑� �11 HEHI � I I � �� II1 IT C jL I— f C i� — l_ C1i✓G� !✓ l II II � I o �I - - —I ELI_ Ls Ell! 1 �Id- u_ ✓XFI i L ce✓ -1HLEEIFF--l-2=POIi_�117✓11 � u [ DIUM_ 4j9 I ��l ✓�✓ I IJ r L— - CDIEIC�'L�u01� ❑'� JCS: f �r �— - a I a _ MUC Lli �. — _ - _ - i I Q jr I If il Ifpe ,- I � I I � ------ i co I II I II i I 0 �T _ I L� I❑;�1 rr,, I, Ili _' I� I L- al ! • ✓U❑uLl 1� 1- I WD q i 1 ICI i % C DEC MPL ANCE r¢9ke ;i( ii I;i I ;; a ( I� ��✓ ;' ® I APPROVED �-_� �g gam, ® o �^ ? I' I a o a°¢s (. u � �h : � ) JUL 312019 '; I —I a��e�,,.,�,• �� � � I� I a I qI I�� ° Q Q'J _ City of Tukwila L- - ;�. L ¢ r —__ ��I j I B61LDING DIVISION RECEIVED O _ E L pj- CITY OFTt;KWlls .�� H �, I .I w �.� � I ,I : I i, � �, - �' ✓ ,I_ MAY 2 9 2019 I v ea ,onk i❑ � _.. ...� i I w W ' PERMIT CENTER \ o CO2 and Sugar Delivorles �� PLAN T 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 I I NORTt SITE PLAN 1 1 "= 2U It 1�✓� 1 INN ��J ✓ SHASTA BEVERAGES 1227 Andover Park E. Tukwila, WA 98188 q 3427ll �sS DNA LT ER 5/22l19 LLI Z W Q W 0 o— w c C3 W a Ems>Q 2 CD c Q Na �4� REVISIONS FOR CITY SUBMITTAL o5n2n9 Z. Q L °e¢ae N CR 5l22l19 �omnec 1905922 N SHEET NUMBER AOOO I 9 Sew LU I ZU -U LU -U LU -U I i s 1 PALLETIZER �1 1 ORION STRETCH WRAPPER I 1 -1 lum- N T' DRAWINGS SHOW HERE..FOR PALLETIZER DRAWINGS SHOWN FOR REFERENCE. ADDITIONAL REFER TO MORE INFORMATION NO REVIEWED FOR CODE COMPLIANCE APPROVED JUL 312019 ' City Of Tukwila BUILDING DIVISION �/ST11 VA L ' 5/22119 ry LLJ U N j Z ( J W (D n— Lu - z LU c00 0 Zo LU E coO > Q - Q m w O E C/) Z Q a Q c = ~ V) t= REVISIONS FOR CITY SUBMRTAL 05/2 . Z J rY W IV H W J J Q ro i= d N w�aow: CR 52219 1vm1"r 1905022 SHEETNUMBER Al 00 GENERAL REQUIREMENTS 1. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THE ENGINEER OR ARCHITECT. 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUB -TRADES, 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 7, ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE LOCAL BUILDING CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. 9. THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. 10. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE APPROVED IN WRITING BY THE OWNER. 11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 12. SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 14. AN IN-HOUSE QUALITY CONTROL AND INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT BEEN ADDED TO THESE CONSTRUCTION DRAWINGS. THE ARCHITECT AND HIS CONSULTANTS ASSUME NO RESPONSIBILITY FOR CONSTRUCTION BIDS OR CONSTRUCTION PERFORMED FROM THESE DRAWINGS. 15. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENTTHE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING- OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER, WHETHER OF MATERIAL OR WORK, AND FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 16. THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING CHECKER WITH THEIR SIGNATURES. B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. C. CONTRACTOR TO SUBMIT THE DESIRED NUMBER HARD COPIES OF SHOP DRAWINGS PLUS TWO EXTRA SETS TO ENGINEER FOR REVIEW- IF PDPS ARE SUBMITTED THE NUMBER OF COPIES PRINTED OUT WILL BE CHARGED AT THE CONTRACTORS EXPENSE. THE FULL AMOUNT OF THE PRINTS SHALL BE PAID BEFORE THE REVIEWED DRAWINGS WILL BE RELEASED. 17. STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN IBC CHAPTER 17. SEISMIC FACTORS IMPORTANCE: ID OCCUPANCY: II Ss: 1.432 SI: 0.534 SITE CLASS: D SDs 0,955 SDI 0.534 SEISMIC D.C.: D I. ALL FRAMING LUMBER SHALL CONFORM TO "STANDARD GRADING AND DRESSING RULES NO. 17 OF WEST COAST LUMBER INSPECTION BUREAU. EACH PIECE SHALL BEAR THE GRADE STAMP OF AN APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR NO MARKINGS WHICH WILL BE VISIBLE AFTER INSTALLATION. 2, FRAMING LUMBER SHALL BE DOUGLAS FIR, S4S, UNLESS OTHERWISE NOTED. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES, UNLESS OTHERWISE NOTED: ITEM MINIMUM GRADE STUDS: 2" THICK, 4" WIDE (STUD HT =8'-I" MAX.)..CONSTRUCTION GRADE 2" THICK, 4" TO 8" WIDE........... NO ].OR BETTER STRUCTURAL LIGHT FRAMING: 2" TO 4" THICK, 2" TO 4" WIDE ....... NO. 1 OR BETTER STRUCTURAL JOISTS AND PLANKS: 2" TO 4" THICK, 6" AND WIDER ....... NO, 1 OR BETTER BEAMS AND STRINGERS: 5" AND THICKER, 6" AND WIDER ....... NO. 1 OR BETTER POSTS AND TIMBERS: 5" X S' AND LARGER ............. NO. 1 OR BETTER 3. MAXIMUM STUD HEIGHT SCHEDULE AT NON -BEARING WALLS (LATERALLY BRACED) 2 X 4 AT 16" o.c........... 12'-0" 2X6AT 16" o.c........... 18'-0" 2 X 8 AT 16" o.c........... 23' - 0" U.O.N. 4. PLYWOOD SHALL CONFORM TO PRODUCT STANDARD PS-1-09. PLYWOOD SHALL BE APA GRADE STAMPED, INCLUDING PANEL INDEX NUMBER. ROOF SHEATHING SHALL BE 1/2" CD-X STRUCTURAL 1, P.I.32116, UNLESS OTHERWISE NOTED. SEE SHEAR WALL SCHEDULE FOR SHEAR PANEL SHEATHING. ROOF SHEATHING AND SHEAR PANELS SHALL BE IN PLACE AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING: INSTALL WITH FACE GRAIN ACROSS SUPPORTS AND ALL JOIST SHALL BE BLOCKED EXCEPT WHERE NOTED ON PLANS. 5. ALL OPENINGS THRU ROOF SHALL BE NAILED PER BOUNDARY NAILING OF PLYWOOD DIAPHRAGM NAILING REQUIREMENTS. 6. ALL GLUE LAMINATED MEMBERS AS SHOWN ON PLANS SHALL BE IN ACCORDANCE WITH A.I.T.C. SPECIFICATIONS, ADHESIVES SHALL BE WATER RESISTENT INTERIOR W.C.I. A. SPECIFICATION COMBINATION (SEE BELOW) INDUSTRIAL APPEARANCE GRADE. A.I.T.C. INSPECTION CERTIFICATES SHALL BE FURNISHED WITH EACH BEAM. SUBMIT SHOP DRAWINGS TO THIS ENGINEER FOR REVIEW PRIOR TO FABRICATION. SIMPLE SPAN BEAMS 24F - V4 CANTILEVERED BEAMS 24F-V8 7. FRAMING HARDWARE SHALL BE SIMPSON "STRONG -TIE' CONNECTORS OR EQUAL, ALL SUBSTITUTES SHALL BEAR I.C.C. APPROVAL, UNLESS OTHERWISE INDICATED ON DRAWINGS. ALL FLUSH WOOD TO WOOD CONNECTORS SHALL BE MADE WITH "SIMPSON" METAL HANGERS AS FOLLOWS: 2 X 4, 6, & 8 MEMBERS ....... , . "U" SERIES 2 X 10, 12, 14, & 16 MEMBERS..... 'HU" SERIES 4 X & LARGER ............... "HUTF' SERIES 8. NAILING SCHEDULE, TYPICAL UNLESS OTHERWISE NOTED ON DRAWINGS: CONNECTION COMMON NAILS 1. JOIST TO SILL OR GIRDER, TOENAIL 3.8d 2. BRIDGING TO JOIST, TOENAIL EACH END 2-8d 3. 1 x6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d 4. WIDER THAN 1"x6' SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d 6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d @ 16" O.C. SOLE PLATE TO JOIST OR BLOCKING @ BRACED WALL PANEL 3-16d @ 16" O.C. BRACED WALL PANELS 7. TOP PLATE TO STUD, END NAIL 2-16d 8. STUD TO SOLE PLATE, TOENAIL 4-8d STUD TO SOLE PAATE, END NAIL 2-16d 9. DOUBLE STUDS, FACE NAIL 16d @ 24" O.C. 10. DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d @ 16' O.C. DOUBLE TOP PLATES, LAP SPLICE 8-16d 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, 3.8d TOENAIL 12, RIM JOIST TO TOP PLATE. TOENAIL 8d @ V O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d 14. CONTINUOUS HEADER, TWO PIECES, 16" O.C. ALONG EDGE 16d 15. CEILING JOISTS TO PLATE, TOENAIL 3-8d 16. CONTINUOUS HEADER TO STUD, TOENAIL 4-8d 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL _ 3-16d 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d 19. RAFTER TO PLATE, FACE NAIL 3-8d 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 21. 1'58" SHEATHING TO EACH BEARING, FACE NAIL 3-8d 22. WIDER THAN 1"xW SHEATHING TO EACH BEARING, FACE NAIL 3-8d 23. BUILT-UP CORNER STUDS 16d 24. BUILT-UP GIRDER AND BEAMS, FACE NAIL AT TOP AND 20d BOTTOM STAGGERED ON OPPOSITE SIDES BUILT-UP GIRDER AND BEAMS, FACE NAIL AT ENDS AND AT 2-20d EACH SPLICE 25. 2" PLANKS, AT EACH BEARING t 6d 26. COLLAR TIE TO RAFTER, FACE NAIL 3-1 Od 27. JACK RAFTER TO HIP, TOENAIL 3-1 Od JACK RAFTER TO HIP, FACE NAIL 2-16d 28. ROOF RAFTER TO 2-BY RIDGE BEAM, TOENAIL 2-16d ROOF RAFTER TO 2-BY RIDGE BEAM, FACE NAIL 2-16d 29. JOIST TO BAND JOIST, FACE NAIL 3-16d 30. LEDGER STRIP, FACE NAIL 3-16d 31. WOOD STRUCTURAL PANELS AND PARTICLEBOARD U2" AND LESS 6d SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 19/32'TO 3/4' 8d OR 6d 7/8" TO 1" Ed SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 3/4" AND LESS 6d TO FRAMING) 718" TO 1"8d 1 1 /8" TO 1 1 10d OR 8d 32. PANEL SIDING (TO FRAMING) 1 /2" OR LESS 6d 5/8" 8d 33. FIBERBOARD SHEATHING 1/2" N0.11 GAGE ROOFING NAIL 6d COMMON NAIL 25/32" NO. 11 GAGE ROOFING NAIL - Ed COMMON NAIL 34, INTERIOR PANELING 1 /4" 4d 3/8" 6d FRAMING LUMBER CONT. PLYWOOD WALL SHEATHING, ROOF, AND SUBFLOOR 3/8" PLYWOOD .................. 8d I/Z' PLYWOOD .................. 10d I/2'PLYWOOD..................10d 5/8" PLYWOOD .................. 10d 3/4" PLYWOOD .................. 10d ADDITIONAL NAILING NOTES: A. ALL NAILS SHALL BE COMMON NAILS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. B. PLYWOOD SHEATHING SHALL BE NAILED AS FOLLOWS UNLESS OTHERWISE NOTED ON DRAWINGS: . BOUNDARY NAILING - N O.C. EDGE NAILING - 6" O.C. FIELD NAILING - IZ'o.C. C. ALL NAILS EXPOSED TO THE WEATHER SHALL BE GALVANIZED, 9. MISCELLANEOUS ITEMS, WHERE APPLICABLE: A. MUDSILLS: "WOLMANIZED" NO.2 D.F., S4S, OR BETTER. B. ROOF DECKING: SELECT DECKING -DRY, 2 X 6 T & G, V-GROOVE DOUGLAS FIR. C. FASCIA: NO. 1, EXPOSED HEMLOCK OR SPRUCE, SELECT FOR APPEARANCE. D. EXTERIOR TRIM: NO. 1, EXPOSED D.F., SELECT FOR APPEARANCE. 10. (MIN.) HEADER AND CEILING JOIST SCHEDULE FOR UPPER MOST FLOOR. MIN TO BE USED UNLESS OTHERWISE NOTED. SEE DETAIL SHEETS TO INFORMATION. 11. ALL BOLTS THRU WOOD SHALL HAVE STANDARD WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED, BOLT HOLES SHALL BE NOT MORE THAN 1/1 6'LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISE NOTED. 12. SILL PLATES SHALL BE BOLTED TO FOUNDATIONS WITH 5/8" X IU' LONG ANCHOR BOLTS AT 6'-0" o.c., W/ 37c3'xl/4" PLATE WASHERS, UNLESS OTHERWISE NOTED. 13. BRIDGING OF JOISTS OR RAFTERS: (MAX) PROVIDE BRIDGING AT 10'-0" o.c. FOR ROOF RAFTERS AND 8'4" FOR FLOOR JOIST. PROVIDE 2X SOLID BLOCKING AT ALL BEARING LOCATIONS. (MIN. TWO BOLTS PER MEMBER 6" IN FROM ENDS) 14. ALL HOLDOWNS (HD) CONNECTION FROM ROOF MEMBERS TO WALL SHALL BE ON BOTH SIDES OF THE WOOD MEMBER. 15. DIAPHRAGM NAILING NOTE: WHERE 8d NAILS ARE SPACED 2-1 /2" o.c. OR IOd NAILS ARE SPACED W o.c. HAVING A MINIMUM PENETRATION OF 1-5/6'INTO THE SUPPORTING MEMBER, THE SUPPORTING MEMBER SHALL BE A 3 X MINIMUM AND THE NAILS SHALL BE STAGGERED. 16. ROOF DESIGN LOADS: THE LOADS GIVEN ARE MINIMUM DESIGN LOADS. PROVIDE ENGINEERS, FOR THEIR REVIEW, ANY MECHANICAL EQUIPMENT NOT SHOWN ON THESE DRAWINGS AND ANY SPRINKLER MAINS PROPOSED TO BE SUPPORTED BY THE ROOF STRUCTURE. FURNISH SIZES, WEIGHTS, AND LOCATIONS. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM AND SHALL BE FABRICATED ACCORDING TO AISC PRACTICE AND SPECIFICATIONS FOR BUILDING. 2. PLATES & BARS SHALL CONFORM TO ASTM A-36/A36M-05 U.N.O. 3. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A-992/A992-06c. 4. TUBE MEMBERS SHALL CONFORM TO ASTM A-500, GRADE B (FY=46 KSI) PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B. S. WELDING SHALL CONFORM WITH THE LATEST ADDITION OF THE WELDING CODE AWSDI.I-08. USE APPROVED ELECTRODES CONFORMING WITH ASTM A-233. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS APPROVED BY THE BUILDING DEPARTMENT. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR, AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. 6. UNLESS OTHERWISE NOTED, ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE WITH 7/8"0 A325-N. HOLE SIZE SHALL BE BOLT DIAMETER PLUS 1 /16". 7. ALL CONNECTIONS USING ASTM A325 BOLTS SHALL BE TORQUED EITHER BY TURN OF THE NUT METHOD OR BY CALIBRIATED TORQUE WRENCH PER AISC. 8. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. 9. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN CONTACT WITH THE PUBLIC. 10. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THRU STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. 11. GROUTING OF COLUMN BASE PLATES: BASE PLATES SHALL BE DRYPACKED OR GROUTED WITH "FIVE-STAR" NON -SHRINK GROUT OR EQUAL. MINIMUM COMPRESSIVE STRENGTH SHALL BE AS SPECIFIED IN THE CONCRETE SECTION OF THESE NOTES. ALL SURFACES SHALL BE PROPERLY CLEANED OF FOREIGN MATERIAL PRIOR TO THE GROUTING OPERATION. SPECIAL INSPECTION SPECIAL INSPECTION BY A DEPUTY REGISTERED INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE PROVIDED FOR THE FOLLOWING: (UNLESS NOTED OTHERWISE.) SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING: IVJ/ NO SPECIAL INSPECTION REQUIRED ❑ i. PLACEMENT OF ALL CONCRETE WITH f c OF GREATER THAN 2,500 PSI ❑ 2. BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. ❑ 3. SPECIAL MOMENT -RESISTING CONCRETE FRAME. 4. REINFORCING STEELAND PRESTRESSING STEELTENDONS. ❑ 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO ° 4.2 HAVE SPECIAL INSPECTION BY ITEM 1. 5. WELDING ❑ 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: • WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. CONTINUOUS INSPECTION IS NOT REQUIRED FOR: • SINGLE -PASS FILLET WELDS NOT EXCEEDING 5116' • FLOOR AND ROOF DECK WELDING • WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEMS. • WELDED SHEET STEEL FOR COLD -FORMED STEEL FRAMING MEMBERS -SUCH AS STUDS AND JOISTS • WELDING OF STAIRS AND RAILING SYSTEMS ❑ 5.2 SPECIAL MOMENT -RESISTING STEEL FRAMES. • NON-DESTRUCTIVE TESTING IS ALSO REQUIRED. ❑ 5.3 WELDING OF REINFORCING STEEL. ❑ 6. HIGH STRENGTH BOLTING 7, STRUCTURAL MASONRY ❑ 7.1 OTHER THAN FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY, DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS. 7,2 FOR FULLY GROUTED OPEN-END HOLLOW -UNIT MASONRY DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION, AND DURING ALL GROUTING OPERATIONS. ❑ 8. DURING MIXING AND PLACING OF CLASS B REINFORCED GYPSUM CONCRETE. ❑ 9. DURING APPLICATION OF INSULATING CONCRETE FILL WHEN PART OF A STRUCTURAL SYSTEM. ❑ 10. SPRAY APPLIED FIRE PROOFING. ❑ 11 PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST -IN -PLACE DRILLED PILES OR CAISSONS. ❑ 12, SHOTCRETE. DURING THE TAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH -WORK EXCAVATIONS, GRADING AND ❑ 13. FILLING OPERATIONS INSPECTIONS ARE TO SATISFY REQUIREMENTS OF THE GRADING SECTION OF THE CODE. ❑ 14. SMOKE CONTROL SYSTEMS. SEE ARCHITECT FOR ADDITIONAL INFORMATION IF REQUIRED. REFER TO 20151.B.C. ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: ❑ A VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFORMANCE WITH THE SOILS INVESTIGATION REPORT. ❑ B. VERIFY THAT THE FOOTING EXCAVATIONS EXTEND TO THE PROPER BEARING STRATUM. ❑ C. ALL EXPANSION ANCHOR INSTALLATIONS INCLUDING CLEANOUT AND TORQUE TEST, ❑ D. ALL EPDXY ANCHOR SYSTEMS INCLUDING CLEANOUT AND INSTALLATION. ❑ E. PLACEMENT OF ANCHOR BOLTS FOR COLUMNS PRIOR TO PLACING CONCRETE. THE PERMIT APPLICATION SHALL RETAIN A RESPONSIBLE ENGINEER APPROVED BY THE BUILDING OFFICIAL TO ENSURETHAT: ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE INSPECTED BY QUALIFIED A. DEPUTY INSPECTORS APPROVED BY THE BUILDING OFFICIAL; AND ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED PLANS ARE BROUGHT TO THE B ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF NOT CORRECTED, REVISED DESIGNS TO OVERCOME THE DEFICIENCY SHALL BE PREPARED BY THE DESIGN ENGINEER OR ARCHITECT OF RECORD FOR APPROVAL BY THE BUILDING OFFICIAL; AND ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH APPROVED PLANS, C. SPECIFICATIONS, AND CITY ADOPTED CODES. A FINAL INSPECTION REPORT, SIGNED BY THE SPECIAL INSPECTOR AND THE RESPONSIBLE ENGINEER, IS SUBMITTED TO THE BUILDING OFFICIAL UPON THE COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT MUST CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS, SPECIFICATIONS AND APPLICABLE CITY CODES INCLUDING ANY AUTHORIZED CHANGES TO THE PLANS. 01.014 NAkyj _1"C4070 A.B. ANCHOR BOLT ABV. ABOVE A/C. AIR CONDITIONING ALT. ALTERNATE @ AT BLK. BLOCK BLK'G BLOCKING B.M. BEAM B.N. BOUNDARY NAIL C CAMBER CENTERLINE C.J. CEILING JOIST CONC. CONCRETE CONT. CONTINUOUS D OR d NAIL PENNY DBL. DOUBLE DF. DOUGLAS FIR DFPT DOUGLAS FIR PRESSURE TREATED 0 DIAMETER DO REPEAT FRAMING E.F. EACH FACE ELEV. ELEVATION EQ. EQUAL EQUIP. EQUIPMENT E.W. EACH WAY E.N. EDGE NAIL (E) EXISTING EXT, EXTERIOR FLR. FLOOR F.O.B FACE OF BEAM F.O.S. FACE OF STUD FTG. FOOTING F.G. FINISH GRADE F.V. FIELD VERIFY GA. GAUGE GALV. GALVANIZED GLB. GLUE LAMINATED BEAM HDR. HEADER HORIZ. HORIZONTAL INT. INTERIOR JST. JOIST MAX. MAXIMUM MECH. MECHANICAL MIN. MINIMUM N.T.S. NOTTOSCALE O.C. ON CENTER OPNG. OPENING R.R. ROOF RAFTERS REINF. REINFORCING R.O. ROUGH OPENINGS SHGT. SHEATHING SQ, SQUARE STD. STANDARD SPECS. SPECIFICATIONS T&B TOP & BOTTOM T&G TONGUE & GROOVE TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL WD WOOD W/ WITH W.W.F. WELDED WIRE FABRIC REVIEWED FOR CODE COMPLIANCE APPROVED .I JUL 312019 i City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 9 2019 PERMIT CENTER 5121/19 LL1 Z Lij V) J (Lu V (�- V LL CO I LI 00 W a E m > Q E V) z < = Q � = aN - v) L REVISIONS FOR CITY SUBMITTAL 05(13t19 W I- O Z J Q W z W LV 5/21119 1 SHEET NUMBER 1 0 02 08 0- 29-T 21-T 40'-U' 40'-0" I O 101 rill LLJ u z LLJ Lu < 0 r) < (1) LLJ Z N.4 oc) CC) 0 Lu —j 0 Cc") M < 0 < c=) 0 E V) 7 < g -< :;� r" 0 V) REVISIONS FOR CITY SUBMITTAL 05/13/19 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 3 12019 J City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUK%VILA MAY 2 9 2019 PERMIT CENTER PLAN NORTH z < j CL ui V) bj CR 521119 905022 SHEET NUMBER sloo dT!EPLACN e NOTES: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 2. (E) - INDICATES EXISTING CONSTRUCTION. 3. (N) - INDICATES NEW CONSTRUCTION. CONSTRUCTION NOTES 3 (E) PLYWOOD of v w' (E) 2x SUB-PURLIN PER PLAN L2x2x1/4 W/ (1) 318" LAG SCREW 0 -v 3/8"0 ALL THREAD ROD PS200 @ IU-0" O.C. (MAX.) � CONDUIT PER PLAN MAX. CONDUIT SUPPORT 2 (E) PLYWOOD O, IE) 2x SUB-PURLIN PER PLAN w --_ 0 L2x2x1/4 W/ (1) 3/8" LAG SCREW b x v i 3/8"0 ALL THREAD ROD PS200 @ 10'-0" O,C. (MAX.) r CONDUIT PER PLAN MAX. 0 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 312019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TuKWILA MAY 29 2019 PERMIT CENTER LA� PLAN FRAMINGARTIAL ROOF - LAN EM LL1 U N Z w J Cn J W (D n 4 W ry Z o Lu 000o c LIJ o, N m > Q o Q CO� 3 E v~) Z Q -17 N D REVISIONS FOR CITY SUBMITTAL Z Q J CL 0 Z J 4� �w L� n LL oo Q -n �Cie < to �� 06 i `m d H oaae� CR $121/19 Tbe` 1905022 SHEETNUMBER slol EXISTING AIR COMPRESSOR MANUFACTURER/ WEIGHT (LBS) PSIG I HP ELEC. MOTOR REOTS DESCRIPTION V HZ PH MODEL# GARDENER DENVER MODEL LR890-1323 GARDNER DENVER LRS90-132B 6102 190 150 460 60 3 AIR COOLED, VARIABLE SPEED SYMBOL LEGEND ABBREV DESCRIPTION SS SANITARY SEWER BELOW FLOOR SS @ HVLV SANITARY SEWER AT HIGH LEVEL V VENT SANITARY DW DOMESTIC WATER PIPE MATERIAL SCHEDULE PIPE HANGERS HW HOT WATER PIPE 1/2' TO 1" 2" PIPE SIZE MIN. ROD DIA. ROD MAX. LOAD 105° TW TEMPERED WATER 105 °F I ) MATERIA 1-1/02" 2_j O" (IN.) (IN.) DIA. (IN.) (LB.) STEEL 6 FT. 8 FT. 10 FT. 3/4" TO 2" 3/8" 3/8" 500 G G NATURAL GAS (8" W C) COPPER 5FT. 6FT. 8FT. 2-1/2"103' I/2, 1/2" 1000 TP TPCW TRAP PRIMER COLD WATER = o ° PLASTIC 4 FT. 5 FT. 6 FT, 5J8„ 1700 y W VBF VBF VENT BELOW FLOOR z w o U y z j FABRICATE HANGER RODS FROM THREADED HOT ROLLED STEEL CONFORMING TO ASTM A107. USE Z > w i 65r o COPPER PLATED HANGER ROD AND BOLTS WHEN CONNECTING TO COPPER PLATED HANGERS. EXIST.CW ECW EXISTING COLD WATER w d Y O F r D O O O O F p INCREASE HANGER RODS SUPPORTING TRAPEZE HANGERS IN SIZE AS REQUIRED TO HANDLE ADDED EG EXISTING GAS SERVICE MATERIAL . U a O w T U O WEIGHT OF MULTIPLE PIPES. WHEN TRAPEZE HANGERS ARE USED FOR MULTIPLE PIPES, EACH PIPE SHALL EXIST.G BE INDIVIDUALLY CLAMPED OR GUIDED AT EACH TRAPEZE HANGER. LOADING PER HANGER ROD SHALL EHW EXISTING HOT WATER SUPPLY AIR ABOVE FLOOR X NEVER EXCEED THE LIMITS NOTED ABOVE EXIST.HW BELOW FLOOR X WHERE SPRING HANGERS ARE REQUIRED, SUPPORT ONLY ONE PIPE FROM A HANGER OR TRAPEZE EXIST.HWR EHWR EXISTING HOT WATER RETURN PER IFGC. TABLE 402.4(2) HANGER. EXIST.D ED EXISTING DRAIN (INDIRECT) SUPPORTS OR HANGERS SHALL BE LOCATED ADJACENT 70 FITTINGS AND IN ADDITION TO ABOVE HANGERS, PIPING SHALL BE SUPPORTED AT EACH OFFSET OR CHANGE OF DIRECTION, AT ENDS OF EXIST.SAN ES EXISTING SANITARY SEWER BRANCHES, AT THE BASE OF RISER PIPES AND ALONG PIPING AS REQUIRED TO PREVENT SAGS, BENDS OR VIBRATION. EXIST.SAN V EV EXISTING SANITARY SEWER VENT GC GAS COCK �i _ SOV SHUT OFF VALVE THV THROTTLING VALVE pd CV CHECK VALVE BWV BWV BACK WATER VALVE HET HOSE BIBB - 0 0 3 to I I RISE/DROP IN PIPE WATERHAtMMEI2ARRESTORW/ ACCESS PANEL TIP TRAP PRIMER VTR VENT THRU ROOF FD FLOOR DRAIN RD/OD ROOF DRAIN/OVERFLOW DRAIN CO/WCO CLEANOUT/WALLCLEANOUT FCO/COTG FLOOR CLEANOUT/ CLEANOUT TO GRADE POC POINT OF CONNECTION DIAMETER �F FILTER ® REGULATOR © LUBRICANT FV FLUSH VALVE IW INDUSTRIAL WASTE ICW INDUSTRIAL COLD WATER HVLV HIGH LEVEL RO R.O. WATER CA CA COMPRESSED AIR AHJ AUTHORITY HAVING JURISDICTION NOTE: NOT ALL SYMBOLS SHOWN ARE NECESSARILY USED. GENERALNOTES 1. DRAWINGS ARE DIAGRAMMATIC ONLY AND REPRESENT THE GENERAL SCOPE OF THE WORK. PRIOR TO SUBMITTING BID, VISIT THE JOB SITE TO OBSERVE THE EXISTING CONDITIONS OF THE PROJECT. REVIEW THE GENERAL NOTES, SPECIFICATIONS AND PLANS FOR ADDITIONAL REQUIREMENTS THAT MAY NOT BE SPECIFICALLY CALLED OUT IN THIS PORTION OF THE CONSTRUCTION DOCUMENTS. NOTIFY ARCHITECT OF ANY CONFLICTS OR DISCREPANCIES PRIOR TO SUBMISSION OF BID. 2. PLUMBING DRAWINGS AND LAYOUTS ARE DIAGRAMMATIC TO SHOW DESIGN INTENT AND FINISHED CONDITIONS. CONTRACTOR SHALL COORDINATE PIPING WITH EXISTING CONDITIONS. IF FIELD CONDITIONS DIFFER SIGNIFICANTLY FROM THOSE SHOWN ON THE DRAWINGS AND EFFECT PLUMBING WORK, INFORM ARCHITECT IMMEDIATELY BEFORE PROCEEDING WITH THAT AREA. 3. PRIOR TO BIDDING, CONTRACTOR TO VISIT SITE AND VERIFY HELD CONDITIONS, DIMENSIONS, SPACING AND ROUTING OF ALL PLUMBING PIPING. ANY DISCREPANCIES WITH FIELD CONDITIONS AND THESE DOCUMENTS ARE TO BE BROUGHTTO THE ATTENTION OF THE ARCHITECT FOR IMMEDIATE RESOLUTION. CONTRACTOR SHALL COORDINATE ALL WORK WITH OTHER TRADES FOR CLEARANCES PRIOR TO THE START OF WORK. 4. CONTRACTOR SHALL COORDINATE WITH ALL OTHER TRADES CONNECTION REQUIREMENTS PRIOR TO START OF WORK. 5. SEE ARCHITECTURAL DRAWINGS FOR SCOPE AND EXACT PLUMBING FIXTURE LOCATIONS AND QUANTITIES. 6. ALL WATER PIPING LOCATED ABOVE CEILING, REQUIRING TEMPORARY OR PERMANENT CAPPED CONNECTIONS SHALL BE PROVIDED WITH LINE -SIZE SHUT-OFF VALVES. 7. ALL CLEANOUTS SHALL BE ACCESSIBLE AND INSTALLED PER CPC SECTION 719.0, IN ADDITION, PROVIDE CLEANOUTS AT EACH LAV./SINK. 8. PROVIDE ACCESS PANELS IN WALLS FOR SHUT-OFF VALVES, TRAP PRIMERS AND WATER HAMMER ARRESTERS. CONTRACTOR IS ADVISED THAT ITEMS REQUIRING ACCESS SHALL NOT BE LOCATED ABOVE THE AREAS OF GYPSUM BOARD CEILING WITHOUT CONSENT OF ARCHITECT, COORDINATE ACCESS PANEL LOCATIONS WITH ARCHITECTURAL DRAWINGS. 9. HANDICAPPED PLUMBING FIXTURES SHALL BE MOUNTED AT REQUIRED HEIGHTS AND WITH ALL RELATED ACCESSORIES AS REQUIRED BY THE STATE OF WASHINGTON, AND AMERICANS WITH DISABILITIES ACT (ADA). 10. PROVIDE AND INSTALL CHROME PLATED ANGLE STOPS AT ALL FIXTURES. 11. COORDINATE ELECTRICAL CHARACTERISTICS OF EQUIPMENT WITH ELECTRICAL SCOPE OF WORK PRIOR TO ORDERING EQUIPMENT. 12. CONTRACTOR SHALL PROVIDE COMPLETE AS -BUILT DRAWINGS AT THE COMPLETION OF PROJECT FOR REVIEW BY ARCHITECT/ENGINEER. 13. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS/APPROVALS REQUIRED TO COMPLETE WORK. 14, CONTRACTOR SHALL CONTACT PLUMBING INSPECTOR FOR REVIEW OF DRAWINGS PRIOR TO START OF ANY WORK. 15. CONTRACTOR SHALL PROVIDE A COMPLETE PLUMBING SUBMITTAL FOR ALL PIPING, EQUIPMENT, VALVES, ETC. TO ARCHITECTIENGINEER FOR REVIEW AND PRIOR TO INSTALLATION OF WORK. 16. DURING CONSTRUCTION, PROVIDE MECHANICAL PLUGS IN OPEN DRAINS TO PREVENT DAMAGE. ALL WATER PIPING LOCATED ABOVE CEILING, REQUIRING TEMPORARY OR PERMANENT CAPPED CONNECTIONS SHALL BE PROVIDED WITH LINE -SIZE SHUT-OFF VALVES. 17. WATER CONSERVATION FOR PLUMBING FIXTURES SHALL BE IN ACCORDANCE WITH THE STATE OF CALIFORNIA: a. LAVATORIES IN PUBLIC RESTROOMS SHALL HAVE HOT WATER CONTROLS THAT COMPLY WITH THE FOLLOWING REQUIREMENTS: ())MAXIMUM FLOW RATE: 0.5 GALLONS PER MINUTE (GPM). (2)MAXIMUM OUTLET TEMPERATURE: 110 DEGREES F. 18. ALL LAVATORY FAUCETS SHALL BE PROVIDED WITH CODE -APPROVED FLOW RESTRICTORS. 19. WATER PIPING ABOVE SLAB SHALL BE TYPE "L" COPPER. HOT WATER PIPING SHALL BE INSULATED. PIPES SMALLER THAN Z' SHALL HAVE AN INSULATION THICKNESS NOT LESS THAN PIPE DIAMETER. PIPES 2" AND LARGER SHALL HAVE NOT LESS THAN 2' THICK INSULATION. 20. PROVIDE LINE SIZE SHUT OFF VALVE ON ALL BRANCHES SERVING MORE THAN TWO PIECES OF EQUIPMENT, PROVIDE ACCESS DOOR (COORDINATED WITH ARCHITECT) WHEN LOCATION FALLS ABOVE A HARD CEILING. 21. ALL HOT WATER PIPING TO BE INSULATED PER C.P.C. CHAPTER 609.11.2. 22. ALL PLUMBING FIXTURES AND EQUIPMENT SHALL HAVE ISOLATING VALVES ON WATER SUPPLY LINES. 23 ALL REQUIRED CLEANOUTS SHALL BE INSTALL AS PER SECTIONS 707.0 AND 719.0 OF THE PLUMBING CODE. 23. SLOPE FOR DRAINAGE AND BUILDING SEWER SHALL BE 2%. 24. EACH VENT SHALL RISE VERTICALLY TO A POINT NOT LESS THAN SIX (6) INCHES IN HEIGHT ABOVE THE FLOOD LEVEL RIM OF THE FIXTURE BEFORE BEING CONNECTED TO ANY OTHER VENT. 25. FLAT VENTS (i.e. HORIZONTAL VENTS BELLOW THE FLOOD RIM OF THE FIXTURE) SHALL NOT BE ALLOWED FOR PLUMBING FIXTURES THAT ARE WITHIN TRAP ARM DISTANCE OF THE WALLS. 26. NEW OR REPAIRED POTABLE WATER SYSTEMS SHALL BE DISINFECTED PRIOR TO USE ACCORDING TO THE METHOD SET IN SECTION 609.9 OF THE PLUMBING CODE. 27. HOT WATER AND DRAIN PIPES UNDER ACCESSIBLE LAVATORIES SHALL BE INSULATED OR OTHERWISE COVERED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES. 28. THE FORCE REQUIRED TO ACTIVATE FAUCET AND OPERATING MECHANISM CONTROLS, SHALL BE NO GREATER THAN 5 LBF. 29. THE PLUMBING CONTRACTOR SHALL CONFORM WITH THE PLUMBING CODE FOR TESTING OF DRAIN, WASTE, VENT, DOMESTIC WATER AND GAS PIPING. REVIEWED FOR CODE COMPLIANCE APPROVED i JUL 31 2019 City of Tukwila BUILDING DIVISION a RECEIVED CITY OF TUK%VILA MAY 29 2019 PERMIT CENTER SHASTA BEVERAGES 1227 Andover Park E. Tukwila, WA 98188 Stamp: pRD.A,p L,-WA$y po P 34218 `vim FS F0/ ST 01 SIGNAL tiNG cxv. 03/lu/20 5122119 LU U I`I Z LU _ J LU (D (n V se `o W a 00 00 LU N CD = > Q a Q QC N REVISIONS FOR CITY SUBMITTAL 05H3/19 ome: 5122119 d N Project Number. 1905022 SHEETNUMBER L11 J 0 U-1 17 t/) n z Q LU F- 0 Z J Q uj Z LU O 0 a 2 Li 0 0 0 0 O 101, i 12 IL I ❑ ❑C�1C�1 [IC11= �J�€ 'ice ❑! l�C'_❑ (� J �- � ����� ice_ �J���! �� ! I I� L � ��I ❑ �i 'd, I�_� [ �i�l l I I I 4 4 cs � II II ' Su9ar ii I 'f �i Lj o o O (n T. D1- �I�� - _ off; L ❑�i�0 I ��� El � � 1t suveI CO2 and Sugar Oelivories E — _ — — _ _ _ — — _ — _ — — —. — — _ _ _ _ — _ _ — VAL E� em. saf+s/zo 1 5122119 Ce W Z LU LU � Q �r I.0 o LU z D oop W CL J J a Q 1 Z a Q :;� N REVISIONS FOR CITY SUBMITTAL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 31 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 9 2019 z Q PERMIT CENTER w N e+oiecrMm,oger. CR oO}8 5122119 d PLAN j' scale: NORTH d H aojea Number. 1905022 SHEETNUMBER P100 ITE PLAN 1 1°= 20' -9' CONSTRUCTION NOTES: 1. CONTRACTOR TO FIELD VERIFY THE EXACT LOCATION AND SIZE FOR THE EXISTING COPPER AIR LINE AND CONNECT TO THE NEW PIPE. 2. GC TO PROVIDE AND INSTALL ALL OF THE OTHER NECESSARY MATERIALS FOR A COMPLETE COMPRESSED AIR SYSTEM, 3. ALL COPPER PIPING SHALL BE TYPE "M" RATED FOR A MINIMUM 250 PSI INTERNAL WORKING PRESSURE AND SOLDERED WITH 95-5. KEY NOTES: 1. EXISTING 21" AIR LINE TO THE AIR COMPRESSOR. 2. ROUTE NEW 2j" AIR LINE FROM EXISTING 2 J" AIR LINE TO PALLETIZER. 3, CONTRACTOR TO INSTALL THE REQUIRED VERTICAL PIPE BASED ON EXACT POINT OF CONNECTIONS FOR THE PALLETIZER. 0 CA P.O.C. ------- --- (E) 2-1/2' 0 (E) 2-1/2" 0--� II LREVIEWEDFOR COMPLIANCE V' CODE COMPLIANCE APPROVED JUL B 12019 CityT il ity of Tukwila BUILDING DIVISION cz LLJ 114 ZLLJ 1— 1 Uj < () n < (i) LU rV Z 00 U Lu OD 0 t > ;-0 c U-1 (D 0� E CO > >0 < Cn 700 E V) Z - < 7 CC REVISIONS Z FOR CITY SUBMITTAL < .0511311 i CL Uj �z -j -. Le . < Uj V) nECEIVED CITY OF TUKWILA MAY 29 2019 PERMIT CENTER PLAN 00 MIR Uj 12— 0 0 LIJ (D Cie < I I -7 Ljj CR 5J22JI9 19050221 SHEETNUMBER P 101 PLAN ENLARGED COMPRI LINE PLAN PATTERN NUMBER PRODUCT DATA CASE DIMENSIONS CPM CASES/ LAYER LAYER/� LOAD LAYER � SIZE METER SPEED (FPM) L W H PATTERN #1 10J LL PATTERN #2 1OB NOTE: ALL PATTERN GAPS MAY onMAY NOT aeFORMED AS REPRESENTED GENERAL NOTES: I m/nm�wnwn�n�m�Ar�nnmAn�m/o ~~'^-~^`'~''^^-''—'----' SHIPPING BILL OFMATERIAL SHIPPING LENGTH AIMN "HFT IAW�D MOM � |NFEED ELEVATION = 112-1/2^ DISCHARGE ELEVATION = 24' T.O.R DESIGN SPEEDS FEET PER MIN. HP MTR VFD BRAKE ITEM F.P.M. / =REE°RUNNIN" 3020 CONIMLSTAW° =w-4-74 =`° ISPECIFICATIONS SHEET SHOWN FOR REFEREN _ 6. FOST 891i SPECIFICATIONS FORPALLETZER: CUSTOMER: SHASTA BEVERAGES LOCATION: TUKWILA, WA M#\CH|NES.N.: 01-A-18-14089.28 CUSTOMER PIlNO.: 011230 ELECTRICAL SERVICE: 460YOD3 PROGRAMMABLE CONTROLLER: PNEUMATIC SERVICE: lCRN@8OPSI PAINT: MOTORS: BALDOR REDUCERS: DODGE ~/M^vWEIGHT FOR ALAYER DFPRODUCT 5DUL83. V MAX WEIGHT FOR AFULL LOAD OFPRODUCT 300UBS. VMAX.REACTIVE LOADING AJANY PIER 4O0OLBS. ,MAX.WEIGHT FOR MAIN MACHINE ATSHIPPING 195000S. CUSTOMER'S RECEIVING DOOR SIZE: ' ' O ANCHOR MACHINE AND FLOOR MOUNTED ACCESSORIES WITH HILT[ KYY|KBOLT TZCARBON STEEL WEDGE ANCHORS l/2'x5'1/2'LONG INSTALL PER |CC-ESRl9l7AND MANUFACTURER'S INSTRUCTIONS PROVIDE MINIMUM 3-l/4'EMBEDMENT |N6'THICK yc=3'000PSI | CONCRETE SLAB | SHIPPING MDTH - 1-° Im PERMIT CENTER "A uj ui REVISIONS FOR CITY SUBMITTAL 05122119 t, COMM ROLLERS : ? 112' DA. x J J14`CENTERS, 9' EFL 414f MOTH' ' 2 COtiVEYtIR PASS NEW- 22' "47 COMM SPEED :• 40 fPu. (DUAL SPEED M INM CONVE 41 = M Ttt 40 fPA1J 4. WIMat SMAD ; 14 RPM Wi r LOAO Sld£ 45' L x 49'. W x 65' Hl $rD CRPACRY 48 4 x 48"* x 72' N 6. N/A{ LORD' SIZE: S' L x 38' W x 45' N / $TO CAPACITY JO'. L x 0' W x 26' N 7• IN6 A'ETCNT : IfAK•TW Lbs . tlltd 1500 Us.1 STD CAt'AMY AM.. 200 Eby , ' ATAk; 411UD(u) TF PALLET BOTTOM MODS ARE PARALLEL TO CONVEYOR R&MRS, TN£ MIANUM 80MN BOARO JWTN JS °4% AND THE TdiNfyw NU6IBER of Boom sawn IS 3 A POttIER REtNftREM£NT : 2WI20 VAC 3 Pb, 80 fit, 10 Amp i7bWSfO7 OR.; FRI - 480 V. SEC - 2081120 la J A 80 Nz, J kYA i - - 9, ATR SUPPM. J CFKAT 80 PS . .T- - -• t0. NRC(8NE COLOR .- Aww' STD BLUE it. MT TO LEFT FLOW 12. DURL smw FUR NFEEO ,T 1 Gy3NtWR ' CUSTOMER 1,1. £XIT COWEY08 N1ER40X t PLC INPUT AAV 1 PLC OffUT FOR TNiTERRLOCKINC WO C16FOYER I SUPPMED W C NOW EXISTING COW YOR 14. REMOT PANEL WITH 25 R CON&CAND BYPASS .SELECTOR MY & E-STOP 15. MOO SAFELY PHOTOCELL - SIDE L0A0T111C go -777777 '^ti.+T i."<�,•:a a r . . ir"2 :� nS..w,T�y'j: u Ld't:. Pine Inc: EL PANEL - ,'...,, r ...' tar,,# "r _ PLUMP ENGINEERING INC. STANt34R - f'd5BN1N CONSULTING ENGINEERS 6t 't Jp oj{ ?;;.r, ..:;; a xi-. f' :L:li'e •' " STRUCTURAL, MECHANICAL PLUMBING ELECTRICA CNIL SURVEYING, ." ARCHRECTURAL • 42 - '+ �,a•e' Y•M�i''+"+•h 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 •. :• f.�... P (714) 385-1835, F (714) 365-1834 • • •i '.:.•:. ..,Y www.pelco.com SHASTA BEVERAGES 1227 Andover Park E. LILLI I' I f Tukwila, WA 98188 Stamp: t ( t r IIlt I ( I PoF sSq�fO6 3/4B2lilt 1E8B �� NA L T. TABE �G./129 ./ 20 51NF -- - "' 72 LOADINS 04 t14 SPECIFICATIONS SHEET SHOWN FOR REFERENCE ONLY ' ' S i t , t 111 I t 6 E-SIGO R£MOS COd1+M Me 1 r 1 I _ 5 rTAGT£ Sffff FEW T I 1 r t II31 i, 1 I '` 4 3• fT f'(r}t W aftT ROM CONYEti1R : It Fttggy.#M ROLLER wR+Et'f1R ! 2 EtECTRll:4t•PANQ ` I . E t I. FA=SS TOWER (8 x 2 WW t '20' MA-W" FUt COME I E III I�. I FA-0 W W1 TURNTABLE' AL1GAlAFNF LOCK t I ;.. 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